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RC-14-342 (3)Miami Shores Village Building Department AUG 7 2014 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BYu _ Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING FBC 20LO Master Permit No. 1�, C 2 ^ L+ _ 31", Sub Permit No. REVISION ❑ EXTENSION ❑RENEWAL PLUMBING [:]MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �T Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: ,. FFE: OWNER: Name (Fee Simple Tiltleholdeerr) L. r I Phone#: Address: Aj U_ I? -S City _ l Qt..Lal„ l 5 State: Zip: l 3 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Address: 2!16il`L� one#: -� 0'�— 7Z5 I \("&7 City: State: Zip: ' 7 Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: a City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work -ALJ CSC (A Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ _ (Revised02/24/2014) CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ j TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approves( an reinspection fee will be charged. Signature Signature W rAGENT CONTRACTOR The foregoing instrument was acknowledged before me this dayof V 20 q by ✓T (e who is personally known to me or who has produced identification and who did take an oath. NOTARY PU C: Sign: � Print: LcA- (—o—c-c t 7— l,e 5� Seal: 7k�k�k�k&�k&Kt&7kat APPROVED BY (Revised02/24/2014) LAURA FAKI-t Y MY COMMISSION # EE53276 —h 16.2015 as The foregoing instrument was acknowledged before me this _ day of 20 (�" , by cjakc '�'�vho is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: J Print: v vCA �t Seal: L` LAn^ p Fp�EY 1 `: MY COMMISSION # EE53276 March 16, 2015 OF W'' Fl. NatecY Dmm As$= CO. %. 7ARY Dmmm -00 II� Plans Examiner Zoning 7 Structural Review Clerk %L.4r James D. Bushouse, PE Consulting Engineers Ogee December 16, 2014 Owner: Marc Adler Project Name: Adler Residence ProJect Lahore 374 NE 95 Stmt, Miami Shores, FL Requeft As per the City's request, we are approving the use of the Fi-Foil AA2 Vapor Shield for use at this residence. Atteridam Mechanical Inspector LETTER: For the Adler Residence 'Single Story Addition', approval of exterior wall insulation used at the Adler Residence project. To whom it may concern: The Fi-Foil AA2 Vapor Shield, R-4.2, is acceptable for use as the exterior wall insulation at the above mentioned project The specifications for the insulation are attached, installation shall be as recommended by the manufacturer. Thank you for your time. Sincerely, J#esBhouse, P.E. #20311 James Bushouse Inc. 216 E. Magnolia street, Arcadia, Florida 34266 Phone: (863) 491-8242 Fax: (863) 491-8243 jim@jamesbushouseinc.com AAZ Shield Reflective Insulation 7 Fr -Foil AA2 Vapor Shield'" is a reflective insulation intended for use on furred -out masonry walls. The inside layer is aluminum foil. The outer layer is natural Kraft paper coated with polyethylene, laminated to flange boards or expanders that separate paper from foil creating a reflective air space. When installed on furring strips spaced 16" or 24" on center, a second reflective airspace is formed. This airspace is dependent upon the thickness of the furring strip selected.The Hi -Perm version includes small perforations for applications not requiring a vapor retarder. Available in both staple tab (for wood furring) and tape tab (for metal framing). 3/4" Strips Definition of Reflective Insulation Reflective insulation is used to reduce the transport of energy across air spaces in a building envelope and consists of one or more low emittance surfaces (0.10 or less), bounding one or more enclosed air spaces. Reflective insulation can also use other layers of materials such as paper or plastic to form enclosed air spaces as part of the system. The performance of the reflective insulation system is determined by the emittance of the material(s), the lower the better, and the size of the enclosed air spaces. The smaller the enclosed air space, the less heat will transfer by convection. Reflective insulation Is recognized by ASTM,The Federal Trade Commission and Code Bodies as an accepted insulation technology. R -values can be both tested or calculated using established ASTM standards. Test Data Furring/Stud Product Versli6n ate Nan Perforated 96:V4faterVaporAerrrtearice 4' ASTM E 84=94 Flommabillty' 25.5" Flame SpreadRatings 45 4 Smoke Developed Fhting = i00 Lineal Footage National FIre Protect bri �4 ation Rating ;ias`s B Clams B ASTMD 31(tColros)v ASTM C 1224 /Section 9 Adhesive Performance 500 sq. it Bleeding. .. .. .......None Delamination ...None .... ,, liability �. z: v , Np signs of cracking or delarxtiriatior ASTM C i3 #3 Mohd & IV�IIdeVv i ».. .�.. .;Pass ASTM C 1371 Foil Emittance_ ,. ...,.:0.03 Read This Before You Buy The label shows the R -value of the insulation. R means resistance to heat flow. The higher the R -value, the greater the insulating power. Compare insulation R -values before you buy. There are other factors to consider. The amount of insulation you need depends mainly on the climate you live in. Also, your fuel savings from insulation will depend on the climate, the type and size of your house, and your fuel use patterns and family size. If you buy too much insulation, It will cost you more than what you will save on fuel. To get the marked R -value, it is essential that this Insulation be installed properly. Rev.1 t/2ota PO Box 800, Auburndale, FL 33823 (800) 448-3401 F: (863) 967-0137 Product Information Furring/Stud 16" O.C. 24" O.C. Width Expanded 175" 25.5" Diameter 10" 8" Lineal Footage 375' 250' Coverage 500 sq. ft. 500 sq. it Weight 21 lbs. 19 lbs. R -Values Heat Flow Horizontal Standard Hi -Penn 3/e Cavity R-42 R-4.1 7/9- Cavity R-45 R-4.6 1-1/2,toi-5/wcavity R-52 R-5.1 ASPM C -236 R -value rest. The R -values of AA2 Vapor shield' increase with the thicimess of tuning strips. With the use of AA2 Vapor Shield, the thicimess of furring strips are slightly increased because it is applied to the surface of the strips and overlaps. Therefore a0 rneasurei are consider nominal. Compliance and Approvals • Meets: ASTM C1224 • Compliance with the following code • - 2012, 2009, and 20061rKemaliorai ROding Code 00 - 2012, 2009, and 20061ntemational Residential code N=CI -2012,2009,mW 20061ntanationai FmrgyCwwvatlon CodeOK(3 2010 and 2007 Florida Building Code (FBC) - 2010 and 2007 Florida Residential Code (FRC) 2010 and 2007 Florida Energy Conservation Code K -M • Evaluated in accordance with . - ICC -S AC 02 - Acceptance criteria for Reflective Insulation, approved June 2011 • State of California Bureau of Home Furnishings and Thermal Insulation License #T7390, Registry #tCA 7390 FL See IAMPO-ES Report #0291 Certified by a third party testing and Inspection service(R&D Services, Inc), Reflective Insuiation has more than 44 percent recycled content with at least 42 percent being postconsumer content. 16• AA2 More than 44% Recycled Content 24° AA2 More than 44% Recycled Content D 107 -, ffoilxom FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Adler Residence Addition -r Builder Name: F & F Construction - Street: 374 NE. 95th. Street Permit Office: City, State, Zip: Miami Shores, FL, 33138- Permit Number: DEC ® 204 Owner. Jurisdiction: i Design Location: FL, Miami Beach 1. New construction or existing Addition 9. Wall Types (791.0 sqft.) kaulatidnn Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 674.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 117.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4.' Number of BedroomgBedrms In Addition) 1(1) d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (642.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 642.00 ft2 6. Conditioned floor area above grade (ft2) 642 b. N/A R= ft2 Conditioned floor area below grade (112) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(119.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AHU1 6 106 a. U -Factor. Sgl, U=0.93 71.96 ft2 SHGC: SHGC=0.55 b. U -Factor. Sgl, U=0.44 47.66 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.26 a. Central Unit 19.3 SEER:16.00 c. U -Factor N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor. N/A ft2 a. Electric Strip Heat 17.1 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 0.782 ft. Area Weighted Average SHGC: 0.434 14. Hot water systems - None required a. Cap: N/A 8. Floor Types (642.0 sqft.) Insulation Area EF: 0.000 a. Slab -On -Grade Edge Insulation R=0.0 642.00 ft2 b. Conservation features b. N/A R= ft2 c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.186 Total Proposed Modified Loads: 19.47 PASS Total Standard Reference Loads: 24.20 1 hereby certify that the pl ns and specifications covered by Review of the plans and this calculation are in co pliance with the Florida Energy specifications covered by this Code. calculation indicates compliance �w with the Florida Energy Code. Ej lbtr. '•�SyII a`' PREPARED BY: "" " DATE: Before construction is completed this building will be inspected for compliance with Section 553.908 raZ� fi R I hereby certify t this building, as designed, is in compliance Florida Statutes. 1�,S with the Florida nergy Code. CSD WAS OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/E)asting: Comment: Adler Residence Addition -r Bedrooms: 1 User Conditioned Area: 642 Total Stories: 1 1 Worst Case: No F & F Construction Rotate Angle: 0 Cross Ventilation: Whole House Fan: Single-family Addition Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 374 NE. 95th. Street Miami -Dade Miami Shores, FL, 33138- CLIMATE / �/ Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami Beach FL MIAMI INTL AP 1 51 90 70 75 149.5 58 Low BLOCKS Number Name Area Volume 1 Block1 642 5136 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AHU1 642 5136 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio AHU1 91 ft 0 642 ft2 — 1 0 0 ROOF v # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel file 569 ft2 0 ft2 Light 0.76 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 540 ft2 N N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) AHU1 30 642 ft2 0.11 Wood 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below # Omt 10 Wall lype R-Alaille Ft In Et In Area R-Alahle Erection Ah,-or Qade% 1 N Exterior Concrete Block - Int Insul AHU1 5 1 116 116.0 ft2 0 0.5 0 2 S Exterior Concrete Block - Int Insul AHU1 5 1 224 224.0 ft2 0 0.5 0 _ 3 E Exterior Concrete Block - Int Insul AHU1 5 1 170 170.0 ft2 0 0.5 0 4 W Exterior Concrete Block - Int Insul AHU1 5 1 164 164.0 ft2 0 0.5 0 _ 5 N Exterior Concrete Block - Int Insul AHU1 4.0999 1 28 28.0 ft2 0 0.5 0 6 E Exterior Concrete Block - Int Insul AHU1 4.0999 1 89 89.0 ft2 0 0.5 0 DOORS # Omt Door Type Space Storms U-Value Width Height ,area Ft In Ft In 1 S Insulated AHU1 None .4 1 42 42 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 2 Metal Single (Tinted) Yes 0.93 0.55 27.0 ft2 0 ft6 in 4 ft 0 in Drapes/blinds None 2 S 2 Metal Single (Tinted) Yes 0.93 0.55 13.1 ft2 0 ft 6 In 1 ft 0 in Drapes/blinds None 3 E 3 Metal Single (Tinted) Yes 0.93 0.55 26.0 ft2 0 ft 6 In 1 ft 0 in Drapes/blinds None 4 W 4 Metal Single (Tinted) Yes 0.93 0.55 5.8 ft2 0 ft 6 in 1 ft 0 in Drapes/blinds None 5 N 5 Metal Low-E Single Yes 0.44 0.26 10.3 ft2 0 ft 9 in 1 ft 3 in Drapes/blinds None 6 E 6 Metal Low-E Single Yes 0.44 0.26 24.9 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 7 E 6 Metal Low-E Single Yes 0.44 0.26 12.5 ft2 1 ft 4 in 3 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 505.2 27.73 52.16 .207 5.9018 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 17.06 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 19.3 kBtu/hr 579 cfm 0.69 1 sys#1 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 11/20/2014 4:24 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF ftz DUCTS V — Supply — — Return — Air CFM 25 CFM25 HVAC # # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 106 ft2 Attic 27 fta Default Leakage AHU1 (Default) (Default) 1 1 TEMPERATURES Prograrnable Thermostat: Y Ceiling Fans: Heat�ng HJan HFeb NMar WApr Apr May M:y Jun Jul Aug [X] [ ] [ ] Oct Sep L J Oct �C Nov Nov Nov Dec � Dec Venting Jan Feb Mar Jun Jul Aug [ ]Sep LxJ Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/20/2014 4:24 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 374 NE. 95th. Street PERMIT #: Miami Shores, FL, 33138 - MANDATORY REQUIREMENTS SUMMARY - See Individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. 374 NE. 95th. Street, Miami Shores, FL, 33138- 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U -Factor: Sgl, U=0.93 SHGC: SHGC=0.55 b. U -Factor: Sgl, U=0.44 SHGC: SHGC=0.26 c. U -Factor. N/A SHGC: d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Addition Single-family 1 1(1) No 642 Area 71.96 ft2 47.66 ft2 ft2 ft2 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= 0.782 ft. 0.434 Area 642.00 ft2 ft2 ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Exterior c. N/A d. WA 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: AHU1 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems - None required a. b. Conservation features 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation R=5.0 R=4.1 R= R= Insulation R=30.0 R= R= Area 674.00 ft2 117.00 ft2 ft2 ft2 Area 642.00 ft2 ft2 ft2 R ft2 6 106 kBtu/hr Efficiency 19.3 SEER:16.00 kBtu/hr Efficiency 17.1 COP:1.00 Cap: WA EF: Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Adler Residence Addition HVAC Load Calculations for F & F Construction „We, Vd,;w4 60' AIR CONDITIONING SALES AND SERVICE Prepared By: Reinaldo Antoni Sansone Air Conditioning 590 Goolsby Boulevard Deerfield Beach, Florida 33442 (954) 428-8919 Thursday, November 20, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rttxae Itesideptiat &Light CorHmeraial IiVAC Loads _ Elite Software Devblo�ment Sdn9 Conation Adler Resid�ance Addition Deerfield Beach ff Project Report General Project Information Project Title: Adler Residence Addition Project Date: Thursday, November 20, 2014 Client Name: F & F Construction Client Comment: Project Address: 374 NE. 95th. Street, Miami Shores, Florida 33138 Company Name: Sansone Air Conditioning Company Representative: Reinaldo Antoni Company Address: 590 Goolsby Boulevard Company City: Deerfield Beach, Florida 33442 Company Phone: (954) 428-8919 Company Fax: (954) 428-1405 Company E -Mail Address: rantoni@sansone-ac.com Company Website: www.sansone-ac.com Company Comment: License #1249260 Design Data- Reference ataReference City: Miami Beach, Florida Building Orientation: Front Door faces West Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 10 ft. Altitude Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 48 45.04 n/a n/a 70 n/a Summer: 89 77 59% 50% 75 56 Cttik fi Ores — Total Building Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (fl?) of Cond. Space: 5,136 Building Loads Total Heating Required Including Ventilation Air: 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) [Notes.f.. Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM T:\Clients\F&F Construction\Adier Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rlivac Resideritialht Commercial HVAC Loads " Elite_ Software Development, lnc. ` - Sensoria rafionl _,v �?,:.a_'.y Adler Ras on Deerfield. Beach, FL 3344 — —'„ - = Page Load Preview Report Has Net Rec ' Sen Let Net Sen Min Htgft Min Clg Sys Htg Sys Clg Sys Act Scope AED Ton Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM CFM CFM Builtfing 123 1.38 464 642 12,449 2,330 14,779 11,138 145 566 600 600 600 System 1 Yes 123 1.38 464 642 12,449 2,330 14,779 11,138 145 566 600 600j 600 Duct Latent 1211 1211 Zone 1 642 12,449 1,119 13,568 11,138 145 566 600 h' $001, 600 1-AHU-1 642 12,449 1,119 13,568 11,138 145 , 566 600 6itfi' 600 T:\Clients\F&F Construction\Adier Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM RHvac - Residi"WI $ U ht COmrltercial M�A_C Loader J ; ' , : E e Softer re 4e o1 e_ to : "°� Total Building Summary Loads Component jl f tea Sen Lei'' Sem otal pest ` lisan iUen ,� - Loss ,I Gai Gai ' Gain Gray Tint SH: Glazing -Adler Residence Addition Glazing - 121.1 2,479 0 6,159 6,159 SH Impact - Gray Tint - Metal Frame, u -value 0.93, SHGC 0.63 11J: Door -Metal - Fiberglass Core 42 554 0 731 731 13A-5fcb: Wall -Block, board insulation only, R-5 board 627.8 1,478 0 1,229 1,229 insulation, filled core, brick finish _16E-30: Roof/Ceiling-Under Attic with Insulation on Attic 642 452 0 575 - 575 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R-30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 6 179 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 5,142 _ 0 8,694 8,694 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 5,147 1,211 3,005 4,216 Infiltration: Winter CFM: 35, Summer CFM: 19 849 719 290 1,009 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 11,138 2,330 12,449 14,779 Cheek Fi urea - - - - Total Building Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (ft3) of Cond. Space: 5,136 Build" load a.. Total Heating Required Including Ventilation Air: 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) Nous Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rhvac ResldgnUal & Ujht Commercial HVAC Loads Elite Software Devalo"entIric: Sansone Corooratlon � x4 Adler ResidenceAddition : _W Deerfield Beach FL 3 ! Page 5 , System 1 AHU-9 Summary Loads Component ! 'Area ; Sen Lai Sen ITotal Description uan Loss = Gain Gain r% Gain Gray Tint SH: Glazing -Adler Residence Addition Glazing - 121.1 2,479 0 6,159 6,159 SH Impact - Gray Tint - Metal Frame, u -value 0.93, SHGC 0.63 11J: Door -Metal - Fiberglass Core 42 554 0 731 731 13A-5fcb: Wall -Block, board insulation only, R-5 board 627.8 1,478 0 1,229 1,229 insulation, filled core, brick finish ,16E-30: Roof/Ceiling-Under Attic with Insulation on Attic 642 452 0 575 575 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R-30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 6 179 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 5,142 0 8,694 8,694 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 5,147 1,211 3,005 4,216 Infiltration: Winter CFM: 35, Summer CFM: 19 849 719 290 1,009 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 1 AHU-1 Load Totals: 11,138 2,330 12,449 14,779 Check Figure s - T Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (ft3) of Cond. Space: 5,136 S stem Load.5 , S Total Heating Required Including Ventilation Air: 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) Notes u Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rhvac Residential 8 Ll�ht Commercial HVAC Loads Eilte Software Day "loment, lnc._ Sansone Corporation : -Adw nce Additlon Deerfield Beach, FL 33442 — - — — Page 6 Equipment Data - System 1 - AHU-1 Cooling System Type: Standard Air Conditioner Outdoor Model: CA16NA018****A Indoor Model: FV4CNF002 Tradename: CARRIER AIR CONDITIONING Outdoor Manufacturer: CARRIER AIR CONDITIONING AHRI Reference No.: 4583820 Nominal Capacity: 19300 Efficiency: 16 SEER T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM ''��•boni� T:\Clients\F&F Constructi Wii Sansonepr" rawn . ,s ., . F ,t Amsler Residence` 'iU6n ee� i 10d 8eaoh, FL� 3344 o Miry{ Act , Page 7 System I Room Load Summafy Sens Htg • Nlin � }dun "A ys S)✓ Btuh Btuti Btuh —Zone 1— 1 AHU-1 642 11,138 14.5_ _ 5-6 611 12,449 1,119 566 600 Duct Latent 1,211 _ _ System 1 total 642 11,138 145 12,449 2,330 566 600 , , �,.,Coblin�ensiklLa a �rible: Latent Total tons, �,} t� �Btuh'[ - ''Btuh ��8tuh Net Required: 1.23 84%/16% 12,449 2,330 14,779 Recommended: 1.38 75%/25% 12,449 4,150 16,599 Actual: 1.61 —69%/31% 13,400 5,900 19,300 Heating System Cooling System Type: Electric Resistance Standard Air Conditioner Model: CA16NA018****A Indoor Model: FV4CNF002 Brand: CARRIER AIR CONDITIONING Efficiency: 0% 16 SEER Sound: 0 0 Capacity: 17,060 Btuh 19,300 Btuh Sensible Capacity: n/a 13,400 Btuh Latent Capacity: n/a 5,900 Btuh AHRI Reference No.: n/a 4583820 ''��•boni� T:\Clients\F&F Constructi CJg; �Duct Sins ,Clg Lat o Miry{ Act , Sens ys S)✓ Btuh Btuti Btuh on\Adler ResidencelAdler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5.. LGUM46-SDS 11473.15 HETALI&-- IU73.W LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 M:TSMIWt 1147: HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG -TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, Fl- 32224/ 904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and In no way constitute or Imply approval by a local building authority. The engineer, in review of the data submitted, finds that, In his 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 Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Amason, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG; -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Amason, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Amason and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETALI6, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48., LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %4x2'/4" Titen Masonry Screws for a masonry wall, or %xI " Tden Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/ 4x2'/4" Titan Masonry Screws for a masonry wall, or'/x13/a" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 1 W SDS screws (provided with the part), and fastens to the wall with either'/ 4x2'/4" Titen Masonry Screws for a masonry wall, or %x 13/" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1'/2" SDS screws (provided with the part), and fastens to the wall with %x2Y4" Titan Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1'/z nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is I " wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/Z" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1'/z" nails. They are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1 %" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4" wide for use on I W and larger members. They are installed with 10d common nails to the wood and either '/4x2'/4" Titen Masonry Screws to masonry, or %x11/4" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and larger members. They are installed with 16d sinker nails to the wood and either %x2y4" Titen Masonry Screws to masonry, or %x13/4" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder be down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDSY4" wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie 1/2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder be down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same.diameter as the anchor into the masonry or concrete. Holes should be'/" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed %" drill and a'/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall compI M Id strength Fyb: with AST F 1667 and shall have the minimum bending ie s Common Nail Penn ei ht(inch)Fyb Nail Shank Diameter (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 907000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, fc - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proporfions' Grout I ASTM C476 2000 psi or by pro ortions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2127/90,12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674,02-3802, 02-3861, 04-4675 6/4/02, 6/8/02, 7/24/02, 2/8/04 META F1 02-3674,02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 02-3861 6/4/02, 6/8/02, 7/24/02 HETA Uplift 02-3803,02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02-3803 6/10/02 HETA F2 02-3803,02-3862 6/10/02,7/26/02, HHETA Uplift 02-3676,02-3863, 04-4674 6/4/02, 7/29/02, 2!7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02.3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08,3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02,5/17/02 MSTAM36 Uplift 02-3795 5/17/02,5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004,04-5005 10/6/04,1016/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212 M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06,10/20/06,10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design UpliftlAllowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code. Buildina 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Buildina Code. Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not Include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 %" must be used when framing anchors are installed on each side of the joist or truss. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS fP r Fasteners Allowable Uplift toads Model Ga Length 160 Southern o _ No. (in.) Truss/Rafter CMU Concrete- Pine/Douglas Fir- Spruce -Pine -Fir (Titen) (Titan) Larch MTSM16 161 16 7-1Od 4-'/4x2'/4 4-%x1% 875 755 MTSM20 16 '20 7-10d 4-%4x2%4 4-'/4x1'/4 875 755 HTSM16 141 16 8-10d 4-%4x2'/4 4-'/4x19/4 1175 1010 HTSM20 14 20 10-10d 4-'/4x2'/4 4-'/4x19/4 1175 1010 HM9 18 - 4-SDSY4XI% 5-%x2% 5-%4x1s/ 805 690 HGAM104-0 14 - 4-SDSY4X1'/z 4-%4x2%4 4-'/4x2'/4 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not Include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 %" must be used when framing anchors are installed on each side of the joist or truss. Moisture barrier not shown FigureFigure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie P fP r o _ I Moisture barrier not shown FigureFigure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Pty Fi F2 So. Pine Truss ffi tib Fasteners Load Fasteners Load x8 xaq META12 18 8 7-10dx1'/s 1450 6-16d 1450 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dx1'/a 1450 6-16d 1450 340 725 META20 16 6-10dxl% 1270 5-16d 1245 340 725 7-10dxl'A 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dx1'/2 1450 6-16d 1450 340 725 META40 36 7-10dxl% 1450 6-16d 1450 340 725 HETA12 16 8 7-10dxl% 1520 7-16d 1780 340 725 HETA16 12 9-10dxl % 1810 8-16d 1810 340 725 HETA20 16 8-10dx1% 1735 7-16d 1780 340 725 9-10dx1%z 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dxl'A 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dx1%a 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1%z 2235 9-16d 2235 3406 815 HHETA20 16 9-10dx1% 2010 8-164 2080 3406 815 10-10dxl% 2235 9-16d 2235 3406 815 HHETA24 20 10-10dxl% 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1%s 2235 9-16d 2235 3406 815. HETAL12 16 7 10-10dx1 % 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1% 1810 13-16d 1 1810 415 1100 HETAL20 15 14-10dxl% 1810 13-16d 1810 415 1100 LTA1 18 3'/, 12-10dx1'/z 1420 12-10dx1'/2 1420 485 1425 4 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approbmated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should. be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or leas than 6- 16d or 7-10dx1 W fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typic lasta.._ ummre txTW rat VOW 1 Figure 4 Figure 5 Pa, META/HETA/HHETA Tvpical Installation LTAII Typical Installation Simpson Strong -Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Oty. Application Uplift Loads . Lateral Loads 1 Ply Southern 2 or 3 Ply Southern F, Pine Truss Pine Truss (parallel Fasteners Load Fasteners Load to wall) F2 (perpen. to wall) DETAL20 1 CMU 18-10dxl% 2480 - - 20008 1370 Concrete 18-10dxl% 2480 - - 2000 1505 META 2 CMU Concrete 10-10dxl% 1985 14-16d 1900 1210 1160 10-10dxl% 1985 14-16d 2565 1210 1160 HETA 2 CMU Concrete 10-10dxl % 2035 12-16d 2500 1225 1520 10-10dx1'/Z 2035 12-16d 2700 1225 1520 HHETA 2 CMU Concrete 10-10dxl% 2035 12-16d 2500 1225 1520 10-10dxl% 2035 14-16d 1 3350 1225 1520 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fo is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8° wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart. For single ply applications use lateral loads in Table 2. DETAIL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 8/32" in the F, direction. 45 ROM (mm.) Typical Installation with two METAs J. _tel •'i _ ..` `yt Figure 6 DETAIL and Double META/HETAIHHETA Application Page 9 of 13 Simpson Strong -Tie Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1W for Titen Masonry Screws. 3. Minimum fm =1500 psi and minimum fc = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. t',V I o' o a ..r Illy 0 0 40%4° o 0 0 0 o 0 O p O MSTAM36 MST(M" Typical MSTAM36 Installlatioa Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga. Dimensions Onches Simpson Strong -Tie Titan Screws DF/SP 160 SPF 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 1 5-%x2% 5-%x l% 8-10d 1500 9-10d 1500 MSTAM36 16 1Y4 36 8-%x2% 8 /4xl% 10-10d 1870 11-10d 1870 MSTCM401 16 1 0% 14-%x2% 14-%xl 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 159% 14-%x2% 14-11x1'/4 26-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1W for Titen Masonry Screws. 3. Minimum fm =1500 psi and minimum fc = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. t',V I o' o a ..r Illy 0 0 40%4° o 0 0 0 o 0 O p O MSTAM36 MST(M" Typical MSTAM36 Installlatioa Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Model No. Qty. Fasteners Allowable Uplift Load (160)- To Block and Concrete Wail" To Truss FGTR 1 2-Titen HD Y2x5" 18-SDS1/4x3 50008 2 4-Titen HD Y2x5" 36-SDS1/4x3 9400 FGTRHUR 1 2 -Titers HD Y2x5" 18-SDS1/4x3 3850 FGTRE 1 2 -Titan HD 1/2x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 1 Each I 4-Titen HD 1/2x5" 36-SDS1/4x3 1 50008 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. 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. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is V 4. THD's should be spaced in everyother hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. FGTR FGTRHL TOPVIEw Two FGTRs FGTR DC SCT LACK FGTRE i'-"' Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page 1 I of 13 Simpson Strong -Tie NOWS: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm = 1500 psi and fc = 2500 psi. Page 12 of 13 e H&UM Typical LGUM Iaslallation a I •` a7 r!oiswa!amw _.J Figure 9 LGUMIHGUM Typical Installation Typical Haunt Installation Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga Dimensions (in.) Fasteners Allowable Loads (lbs.) W H B CMU/Concrete Joist Uplift Download F/SP/LVUPSULSL) Then HD SDS Screws (1160) CMU I Concrete (100/1151125) DOUBLE 2x SIZES LGUM 26-2 12 3 /is 5 4 4 - Y." x 4" 4 - %a"x2l 1430 5595 LGUM 28-2 12 3'/is 7 4 1 6 - %" x 4" 6 - %a"x2'/z° 2435 8250 LGUM 210-2 12 3 lis 9 4 1 8-3/e" x 4" 8 - %."x2%z" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% . 5% 4 4 - Y." x 4" 4-'/a"x2%a" 1430 5610 LGUM 28-3 12 5% 7% 4 6 - Ve" x 4" 6 - %s"x2% 2435 8290 LGUM 210-3 12 5% 9% 4 8 - %s" x 4" 8-'/a"x2/s" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /is 15*/is 1 4 1 4 - Ya" x 4" 4 -'/a x2W 1430 5625 LGUM 28-4 12 6 /i 7 Is 4 6 - 9/a x 4" 6 -'/."x2'/2" 1 2435 8335 LGUM 210-4 12 6 /Te 9 /je 4 8-Y; x 4" 8-%N21/2" 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-3/," x 4" 4 - %"x2'/" 1430 5600 LGUM 48 12 3% 6% 4 6-3W x 4" 6 -'/."x2'/" 2435 8260 LGUM 410 12 3% 8% 4 8-3/9* x 4" 8 - Y4"x2% 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 11 to 30 5% 8 - I%" x 5" 24 - Ia"x2/s" 10085 14965 16015 HGUM5.50 7 5% 5% 8 - s/s" x 5" 24-%N21/2" 10125 14940 16015 HGUM7.00 7 7 5% 8 - 'Ke" x 5" 24 - %s"x2%' 10375 14770 1 16015 HGUM7.25 7 7% 5% 8 - e/a" x 5" 24 - %a"x2%a" 10415 14740 16015 HGUM9.00 7 9 5% 8 - 8/Iti x 5" 24 - %+WW 10705 14545 16015 NOWS: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm = 1500 psi and fc = 2500 psi. Page 12 of 13 e H&UM Typical LGUM Iaslallation a I •` a7 r!oiswa!amw _.J Figure 9 LGUMIHGUM Typical Installation Typical Haunt Installation Simpson Strong -Tie 12. IDENTIFICATION °gay�i•c'ci�66 gyp° .�, �•.�,..y.. �. �j v YJaxx j Y Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. Inc. .E. Page 13 of 13 Simpson Strong -Tie Florida. Building Code Online Page 1 of 1 ;.;MS Home E Lot In I Uw Reg:straton ( Hot Topics F Submit sura:aMe I Slats& Fads � Publica ions I MC Stare I BCIS Site Map E Ludy I search I Business . Professional Pilmdt wa�User l Product Aooroval Menu > Product or Application Search > Application IJet l o a Search Criteria Type Imanufacturer Validated e Refine Search Code Version 2010 FL# 10655.44 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Results - Applications FL# Type Imanufacturer Validated e u FL10655-R2 n Strong -Tie Co. Ed71bcatenorm P. Amason, P.E. Approved History 10655.94 (904)223-4899 HUS26 tion: Joist Hanger ry: Structural Components Wood Connectors I -Approved by DBPR. Approvals by DBPR shall be revWised and ratlffed by the POC and/or cite Commisslon W necessary. I Contact Us ;; 1940 North Monroe Street, Tallahassee FL 32349 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coorrieht 2007-2013 State of Florida.:: Privacy Stabarrent :: Accessibility Staiternent :: Rellawl Statement Under Florida law, errell addresses are public records. IF you do not want your e-mail address released M response to a public -records request, do not send electronic mail to the entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -pursuant to Secton 455.275 (1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Deparor ent with an email address U they have one. The ema0s provided may be used For official communication with the licensee. However email addresses are public record. IF you do not wish to supply a personal address, please provide the Deparbrent with an email address which can be made available to the public To determine 8 you are a licensee under Chapter 455, F.S., please dick ha . Product ApProvalA 00 M recut A F E hup://www.floridMuilcling.org/pr/pr�_app_jst.aspx 6/2/2014 Florida Building Code Online c Page 1 of 3 Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackeJfbrd@strongUe.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800)999-5099 rshackeiford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.00m Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jeffrey P. Arneson, P.E. J Validation Checklist - Hardcopy Received Certificate of Independence FL! u-55 R2 COI ICC Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard x= ASTM D1761 2000 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified BY Florida licensed Professional Engineer or Architect FL10=55 R2 Eauiv 2010 Self Affirmation Simnson.odf Sections from the Code Product Approval Method Method 1 Option C http://www.floridabuilding.org/pr/pr app_dtl.aspx9param=wGEVXQwtDgtBNbEY5V%2b... 6/2/2014 C ,"i i•' M1,. � kTii.� 7 fI' f�.Fw EE �.,� Js Eat . =i.7i :,.. f"�+*3'f�E, SCIS Home I Lag In I User Registration tt `` t Hot ToPks s Submit Surcharge Stats & FaGs Publkelbrra FOC Staff I eCIS SiteMaP f min ( Search Business, . �rof�ssional product Approval - �:�� 4tk�6 Product Aporoyal Menu > Product or Apolicatlon Search > Application List > Application Dull o FL # FL10655-112 V V� Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackeJfbrd@strongUe.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800)999-5099 rshackeiford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.00m Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jeffrey P. Arneson, P.E. J Validation Checklist - Hardcopy Received Certificate of Independence FL! u-55 R2 COI ICC Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard x= ASTM D1761 2000 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified BY Florida licensed Professional Engineer or Architect FL10=55 R2 Eauiv 2010 Self Affirmation Simnson.odf Sections from the Code Product Approval Method Method 1 Option C http://www.floridabuilding.org/pr/pr app_dtl.aspx9param=wGEVXQwtDgtBNbEY5V%2b... 6/2/2014 ' Florida Building Code Online Date Submitted 04/25/2012 Date Validated 04/26/2012 Date Pending FBC Approval 05/02/2012 Date Approved 06/11/2012 Page 2 of 3 Summary of Products Go to Page dij, ! Page 1 / 9 PL # lNodel, Number or Name Description 10655.1 HHUS210-2 Joist Hanger Limits of UseIrnrl3"ation Instructions Approved for use In HVHZ: Yes FL1.0655 12 II ESR-2549,odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other' FL10655 R2 AE E R-2 10655.2 HHUS26-2 Joist Hanger Limits of use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 it ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant. N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.3 HHUS28-2 3olstHanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistantr N/A Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other.. FL10655 R2 AE ESR-2549.odf 10655.4 IHHUS410 Joist Hanger Limits of use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. FL10655 R2 AE ESR-2549.odP 10655.5 IHHUS46 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odP Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: EL10655 R2 E ESR -2 10655.6 IHHUS48 3olst Hanger Umits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: WA Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.7 HSUL210-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.8 HSUL214-2 3olst Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odP 10655.9 HSUL26-2 3ofstHanger Omits of Use Instaltation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outmode HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors may be FL10655 R2 AE ESR-2549.odf required to achelve 700& uplift ibr HVHZ. 10655.10 HSUL410 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odP Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Create! by Independent Third Party: Yes Design pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.edf 10655.11 IHSUL414 3olstHanger Umlts of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Reststantr N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ES9-2549.odP 10655.12 IHSUL46 oist Hanger Limits of use Irudallation Irmtructtons Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odP http://www.floridabuildiniz.org/pr/prl_app ___4tl.aspx?param—wGEVXQwtDqtBNbEY5VO/o2b... 6/2/2014 Florida Building Code Online Page 3 of 3 Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistants N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors may be FL10655 R2 AE ESR-2549.ndf required to acheive 700# uplift for HVHZ. 10655.13 HSUR210-2 joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.2df 10655.14 HSUR214-2 Joist Hanger Limits of Use Instollation Instructions Approved for use In HVHZ: Yes 9_10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.2df 10655.15 HSUR26-2 Joist Hanger Limits of use Installation Instructions Approved for use In HVHZ: Yes FU0655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verifled By: Randall Shackelford P.E. 68675 Impact ResIMnt; N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. When resisting wind uplift supplemental connectors may be FL10655 R2 AE ESR-2549.rdf required to acheive 700# uplift for HVHZ. 10655.16 IHSUR410 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.rdf Approved for use outside HVHZ: Yes VerMed By: Randall Shackelford P.E. 68675 Impact Resistant: WA Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR -2 f 10655.17 IHSUR414 Joist Hanger Limns of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. FL10655 R2 AE ESR-2549.odf 10655.18 IHSUR46 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors may be FL10655 R2 AE ESR-2549.odf required to achelve 700# uplift for HVHZ. 10655.19 IHU210 Joist Hanger Limits of use Irunallation Iststruckions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.rdf Approved for use outside HVHZ: Yes VeHfded By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. When resisting wind uplift supplemental connectors must be FL10655 R2 AE ESR-2549.odf used to acheive 700# uplift for HVHZ. 10655.20 HU210-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 11 ESR-2549,odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. FL10655 R2 AE ESR -2549.20f Go to Page 'vin 0 a Page 1/ 9 41 0 Contact Us:: 1940 North Monroe Street, Tallahassee FL 32399 Pham: 850-487-1824 The State of Florida is an AA/EEO employer. Co Baht 2007-2013 State of Florida.:: Privacy Staternent :: AGOW6111ty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the oMce by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275 (1), Florida Statutes, etfecWe October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address N they ham one. The emails provided may be used for official communication with time licensee. However email addresses are public record. If you do not wish to supply a personal address, Please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click dais. Product Approval Acceptef ® FiR Ej AJPE http://www.floridabuilding.org/pr/pr app sift.aspx?param=wGEVXQwtDgtBNbEY5V%2b... 6/2/2014 E'REPOR" ICC Evaluation Service, Inc. C,yb uy.�c c—as.om DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtic.corn EVALUATION SUBJECT: ESR -2549 Issued February 1, 2008 This report is subject to re-examination in two years. Offtce # 53W W«Ivren M Road, Whit COW& MW # (562) 699415x3 Regional Office # SW MorftW Road, Sulte A, Biter Rimm, Alabama 35213 # (205) 599-9800 ReglwW Offie # 40.51 West Flommoor Road, Country Club HMr Mnois 60478 # (708) 799.2305 SIMPSON STRONG TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 international Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29196 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger. The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 forthe hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. ,-S REPORTS- are not to be construed as representing aesthetics or arty other attributes not specifically addressed nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warrortty by ICC Evaluation Service, Inc., express or implied as to any fmaft or other matter in this report, or as to any product covered by the report. (QP ..PAM Copyright © 2008 Page 1 of 10 `Page 2 of 10 ESR -2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F. of 33,000 psi (227 MPa) and a minimum tensile strength, F, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HOG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F,*): COMMON NAIL SIZE SHANK DIAMETER (Inch) FASTENER LENGTH (Inches) F,,,, (psi) 10d x V/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 0.162 31/ 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CAO specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 # 2003 International Building Code® (2003 IBC) # 20031nternational Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code- (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 113C, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated ESR -2549 or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 113C, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. Page 4 of 10 ESR 2549 TABLE 11—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS ror ar: 7 mcn = Zb.4 mm, 7 IDT = 4.4b N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (32 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners' is required to achieve the tabulated allowable loads shown in the Allowable Download °10d' or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. ' for LU FIGURE 1—LU SERIES HANGER DIMENSIONS' (inches) FASTENERS' (Quantity -Type) 3�e ALLOWABLE LOADS(lbs) M NDDEL W H B Headers Joist Uplif a Download Co =1.33 or =1.6 Co =1.0 CD- 1.15 CD 1.25 10d 16d 10d 16d 10d 16d LU24 18/1e 31% 1% 4 2-10dxl% 245 445 530 510 610 555 665 LU26 19/Te 4% 1 Y. 6 4-10dx1'/a 490 665 800 765 920 830 1,000 LU28 18/16 b -/a 1'% 8 6-10dx1% 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/16 713/18 1% 10 6-10dxl% 735 1,110 1,330 1,275 1,530 1,390 1,660 ror ar: 7 mcn = Zb.4 mm, 7 IDT = 4.4b N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (32 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners' is required to achieve the tabulated allowable loads shown in the Allowable Download °10d' or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. ' for LU FIGURE 1—LU SERIES HANGER Page 5 of 10 ESR 2549 TABLE 2 -ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' (Inches) FASTENERS2 (Quantity -Type) Uplift ALLOWABLEbs LOADS Download W H B Headers Joist CD =1.33 or =1.6 CD =1.0 10d 16d CD 1.15 10d 16d Co =1.25 10d 16d U24 18/,e 3'/8 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U26 19/16 43/a 2 6 4-10dx1 /2 480 665 800 765 920 830 1,000 U210 19/16 7'3/le 2 10 6-10dx1'/2 720 1,110 1,330 1,275 1,530 1,390 1,660- U214 19/16 10 1 2 12 8-10dx1'/2 960 1,330 1,595 1 1,530 1,835 1,665 1,995 U34 el, r, 33/a 2 4 2-10dx11/2 240 445 530 510 610 555 665 U36 2s/16 53/a 2 8 4-10dx1'/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 08 2 14 6-10dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/16 101/2 2 16 6-10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660- U44 39/16 Z/a 2 4 2-10d 295 445 530 510 610 555 665 U46 39/1a 47/8 2 8 4-10d 590 890 1,065 1 1,025 1,225 1,110 1,330 U410 38/16 63/8 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/a 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 31/8 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3'/a 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1 1,025 1,225 1,110 1,330 U610 51/2 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 27/16 35/8 2 4 2-10dx11/2 240 445 530 510 610 555 665 U26R 2'/Is 5% 2 8 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U21OR 21/16 91/8 2 14 6-10dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41110 2s/8 2 4 2-16d 355 445 530 510 610 555 665 U46R 4/16 4018 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 11330 U41OR 4'/16 8'/a 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61 OR 6 81/2 2 14 6-16d 1,065 1,555 1,860 1,790 1 2,140 1 1,940 2,330 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Heade" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 2-U SERIES HANGER FIGURE 3a -HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2 -above) (See Table 3 -Next Page) (See Table 3, Footnote 3 -Next Page) Page 6 of 10 ESR 2549 TABLE 3-ALLnWARI E t_nenc F:nQ TWF 141Jn41 Ir cFQfPc _InicT WeNnPP-Q MODEL NO. HANGER DIMENSIONS' (Inches) W H B FASTENERSz (Quantity Type) Header Joist ALLOWABLE LOADS (Ibsff Up1hY Download Co =1.33 or Cn=1.0 Co=1.15 =1.6 Co=1.25 HU26 1s/,s 3'/,s 2'/4 4-164 2-10dx1'12 240 535 615 670 HU28 19/16 5'/a 2'/a 6-16d 4-10dx1 /z 480 805 925 1,005 HU210 T. 7% 2'/. 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU212 1946 9 2% 10-16d 6-10dx1'/2 720 1,340 1,540 1,675 HU214 T6/,. 10'/8 2'/. 12-164 6-104x1'/z 720 1,610 1,850 2,010 HU34 20/1.. 3316 2'/a 4-164 2-10dxl /2 240 535 615 670 HU36 29/,s 5 /s 2% 8-16d 4-10dx1 /z 480 1,070 1,230 1,340 HU38 29/16 7'/s 2 % 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 29/,6 87/. 2'/a 14-16d 6-10dx1'/2 720 1,875 2,155 2,345 HU312 29/,s 10s/s 2'A 16-164 6-104x1'/2 720 2,145 2,465 2,680 HU314 29/16 1231, 2'A 18-16d 8-10dxl'/2 960 2,410 2,770 3,015 HU316 29/,8 14'18 2'/a 20-164 8-104x1'/z 960 2,680 3,080 3,350 HU44 39/,6 27/6 2% 4-16d 2-10d 300 535 615 670 HU46 3r/% 53/16 2'/Y 8-16d 4-10d 605 1,070 1,230 1,340 HU48 39/is 613/,, 2'/z 10-16d 4-10d 605 1,340 1,540 1,675 HU410 W. Ss/s 2'/a 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/,s 1 /,s 2'/a 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/,s 121. 2 % 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/,6 13s/s -2% 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5'/a 4311; 2% 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5% 513/1,, 2 % 10-16d 4-16d 715 1,340 1,540 1,675 HU610 51% 75/6 2'/a 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5% 9P/8 2'/ 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5'/a 1118 2'/z 18-10 8-16d 1,430 2,410 2,770 3,015 HU616 5% 12 /1s 21% 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3'/8 3 /16 2'/z 4-16d 2-10d 300 535 615 670 HU26-2 T/. 53/6 2'/ 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 T& 7 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'/s 813116 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 3'/e 109/,8 2'/ 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 3r,. 1273/1. 2 %a 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 3'/8 137/6 2 Y. 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 51/8 8T/s 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 TI.- 105/8 2'/a 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 5 /8 1231; 2 % 18-16d 8-104 1,205 2,410 2,770 3,015 HU210-3 4"/,8 89/,8 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 4' Its 10 /,6 2'/a 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4 /,s 12118 2'/z 18-16d 8-104 1 1,205 1 2,410 2,770 3,015 HU216-3 4'/16 137/6 2'/a 20-16d 8-10d 1,205 2,680 1 3,080 1 3,350 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUG#. See Figure 3b (previous page). 4. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5. HU Series hangers provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. , Page 7 of 10 ESR -2549 TABLE 4 -ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL NO. W DIMENSIONS' (inches) H B COMMON NAILS2 (Quantity -Type) Header Joists Uplift Co =1.33 or =1.6 ALLOWABLE LOADS` (lbs) Download Co=1.0 Co=1.15 Co=1.25 LUS24 1 /18 3/.. 13 /4 4-10d 2-10d 465 640 735 800 LUS26 19/1e 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 18/'e 6 /6 13/4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 1 /1e 713/,. 13/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3'/6 -T1. 3/. 2 4-16d 2-16d 440 765 880 960 LUS26-2 4 !1e 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 3'/a 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 31/8 8 5/1e 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 31/6 1015/16 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 36/16 3 2 1 4-164 2-16d 440 765 880 960 LUS46 38/16 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3511e 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 38/16 1 83/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 Vis 1 103/4 2 10-16d 6-16d 1,710 2,030 1 2,335 2,540 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the headerlbeam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 4-LUS SERIES HANGER Page 8 of 10 ESR -2549 TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS ror sr 1 incn =15.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6 -HUS SERIES HANGER (see Table 6) TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS MODEL NO. DIMENSIONS COMMON NAILS ALLOWABLE LOADS314 COMMON NAILS' (Quantity Type) Header Jolste nches Qua T bs MODEL NO.Upi 15/, 53/8 3 fte Download 6-16d W H B Header Jolst9 Co =1.33 or HUS28 15/8 7'/1, 3 =1.6 Co=1.0 CD= 1.15 CD=1.25 MUS26 19/10 53/,8 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 1 s/1e 63/a 2 8-10d 8-10d 1,555 1,750 2,010 2,185 ror sr 1 incn =15.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6 -HUS SERIES HANGER (see Table 6) TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS MODEL NO. W DIMENSIONS' (inches) H B COMMON NAILS' (Quantity Type) Header Jolste Upllfte Cu =1.33 or =1.8 ALLOWABLE LOADS"4 (lbs) Download CD= 1.0 Co=1.15 Cn=1.25 HUS26 15/, 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 15/8 7'/1, 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 18/8 9/16 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/18 48/18 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/,8 65/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 39/,8 815/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 39/18 1 /4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 3% 53/18 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 31/8 73/18 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 31/8 93/18 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 3'/a 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For SI: 1 inch = 25A mm, 1 pound = 4.45 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other bad durations govern. Page 9 of 10 ESR 2549 TABLE 7 -ALLOWABLE LOADS FOR THE NNUS SERIES NANGERS MODEL NO. DIMENSIONS' (Inches) DIMENSIONS' COMMON NAILS' (Quarnity-Type) FASTENERS' ALLOWABLE LOADS3'4 (Ibs) ALLOWABLE LOADS3�4 W H B Header Jolse Uplifts Download (Inches) CD= 1.33 or = 8 Co=1.0 CD= 1.15 1 Co=1.25 HHUS26-2 3 /,6 5�/,e 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 1 3 /,g 7'/2 3 1 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35/,s 91/8 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 3 /a 5'/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 35/8 7 /8 3 22-16d 8-16d 2,000 3,885 4,470 1 4,855 HHUS410 35/s 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900 For w: 1 Incn = L5.4 mm, 1 Ibt = 4.45 N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. A2 ' H FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE 8-SUR/L SERIES HANGER (see Table 8) TABLE 8 -ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS For SI: 1 inch = 25A mm, 1 Ibf = 4.45 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45" skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. DIMENSIONS' FASTENERS' ALLOWABLE LOADS3�4 (Inches) (Quantity -Type) (lbs) MODEL NO. Upll Download W H B Al A2 Header Joist Co =1.33 or Ci) =1.0 Co=1.15 Co=1.25 = 1.6 SURIL24 1s/,s 3 /,s 2 1 /s 1% 4-16d 4-10dx1'/2 450 530 610 665 SUR/L26 1s /,s 5 2 --1 /8 1'/,, 6-16d 6-10dx1 /2 720 800 960 1,000 SURIL26-2 318 416/16- 25/s *2 2318 8-16d 4-16dxl /2 710 1,065 1,225 1,330 SUR/L210 18/,8 83/,8 2 -T1/-.--i=4 10-16d 10-10dx1 /2 1,200 1,330 1,530 1,660 SUR/L.214 18/,8 10 2 1 /a 1'/a 12-16d 12-10dx1 /2 1,440 1,595 1,835 1,995 WL SU210-2 3 /8 8'/ ,e /s 11/2 23/e 14-16d 6-16dx2 /2 1,065 1,860 2,140 2,330 SUR/L414 31,8 12'/2 2518 1 /e I 18-16d 8-16dx2'/2 1,420 2,395 2,500 2,500 For SI: 1 inch = 25A mm, 1 Ibf = 4.45 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45" skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. - Page 10 of 10 ESR -2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45" skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properfies. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support solid sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. W FIGURE 9—HSURIL SERIES HANGER DIMENSIONS' (Inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADV (lbs) MODEL NO. W H B Al A2 Header Joist Uplifts Download Co 1.33 or =1.6 Co=1.0 CD=1.15 Co=1.25 HSURIL26-2 3'/e 475/+s 27/1s 1% 23/,s 12-16d 4-16dx22'/2 715 1,610 1,850 2,000 HSUR/L210-2 31/8 8"/16 f/is 1'/2 2311, 20-16d 6-16dx2l/2 1,070 2,680 3,080 3,350 HSUR/1-214-2 3'/s 12"/1s Y/1e 1Ya 23/16 26-16d 8-16dx21/2 1,430 3,485 4,005 4,355 HSUR/L46 38/16 43/4 2'/16 1 23/16 12-16d 4-16d 715 1,610 1,850 2,000 HSUR1410 39/16 81/2 2'/1s 1 23116 20-16d 6-16d 1,070 2,680 3,080 3,350 HSURIL414 39/16 121/2 2'/,s 1 23/18 1 26-164 8-16d 1,430 3,485 4,005 4,355 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45" skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properfies. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support solid sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. W FIGURE 9—HSURIL SERIES HANGER 11 i Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 9--?z—ILf Permit No: Structural Critique Sheet Page 1 of 1 STOPPED REVIEW 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. Mehdi Asraf Florida Building Code Online 490 I ,. SCIS Home I Log In I User Reglabatlon Hot Topics € Submit Surcharge Stats a Fads Business Approval Professional L Public i I ! Product Approval Menu > Product or Aoollcation Search > Application List Page 1 of 1 Publications FBC Staff SCIS Site Map unk I Search Search Criteria IYM HARRE40LIKUr Reflne Search Code Version 2010 FL# 15210.1 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Statim ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Results - Applicatlons F# IYM HARRE40LIKUr Validated By Slatug FL15210- Editorial Plastpro Inc. / Nanya Plastics Corp. Ryan 3. IOng, Approved R3 Change FL#:FL15210.1 P.E. History Model: a. Smooth/Wood Grain/White Wood Grain/Rustic/Mahogany Series 0 Fiberglass (813) 787-8283 Door Description: W8 'Impact' Opaque Fiberglass Single Door - I::swing/Outswing (X - Configuration) category: Exterior Doors ]Subcatnjory: Swinging Exterior Door Assemblies *Approved by DBPR. Approvals by DBPR shag be reviewed and ratified by the POC and/or the Commission if necessary. I Contac: Us :: 1940 North Monroe Stre& Tallahassee FL 32M Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. CoA Iola 2007-2013 State of Fbrlaa.:: Prbsxy :: Accessibillity Statement:: Refund Under Florida law, email addresses are public records. If you do not want your e -mall address released in response to a publlc-recerds request, do not send electronic mail to this entity. Instead, contact the Office by phone or by traditional mail. If you have any questions, please conLect 850.487.1395. *Pursuant to Section 455.275 (1), Florida Statutes, effective October 1, 2012, tkxmsess licensed under Chapter 455, F.S. must provide the Departn:e::t with an email address if deer have one. The en alb provided may be used for offidal com u:nkatlon with the Imo. However email addresses are public record. 9 you tis not wish to supply a personal address, pleaseproWde dre Depannun with an email address which can be made available to the public. To determine if you area licensee under Chapter 455, F.S., please dot hM-• Product Approval Accepts: ® 99 Ea hup://www.flori&builcling.org/pr/pr_appjst.aspx 6/2/2014 t Florida Building Code Online Page 1 of 3 IJ a's� j rFa� "h` lay i5. .�'a•` 7s� 7yr,a �:,� ��.�t��.a.�.�;? BM Home I Leg In I User Registration I trot Topics I Submit Surcharge I Stats & Facts I Publications ( MC Staff I BCIS site Map P unk I Search I Business,, V Product Approval Professional :Public User Product Aporoval Menu > Product or Aoollcation Search > Application List > AppitaaSOn Detail FL ;4' FL15210-113 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Plastpro Inc. / Nanya Plastics Corp. Address/Phone/Emafl 5200 W CENTURY BLVD. LOS ANGELES, CA 90045 (440) 969-9773 Ext 16 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Scott Johnson Address/Phone/Emali 5200 W Century Blvd. Los Angeles, CA 90045 (440) 969-9773 Ext 18 scottjohnson@plastproinc.com Quality Assurance Representative Ron O'Connell Address/Phone/Emall 5200 W Century Blvd. Los Angeles, CA 90045 (440)969-9773 Ext 16 ranoconnell@plastpro.com Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer q Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Lyndon F. Schmidt, P.E. Evaluation Report 1996 Florida License PE -43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2014 Validated By Ryan J. King, P.E. ASTM E84 d Validation Checldist - Hardcopy Received Certificate of Independence FL1 _,-"( R3 C01 Certificate Of Indeuendence.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 1998 ASTM D638 2003 ASTM E1300 2004 ASTM E84 2005 ASTM G26 1995 G 155 2005 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By http://www.flori&bufl(finL),.org/pr/prapp_dtl.aspx?param=wGEVXQw0gy3yWKJZlQF-.. 6/2/2014 Florida Building Code Online Florida Licensed Professional Engineer or Architect FL15= t0 R3 Eauiv of STANDARDS. odf Sections from the Code Product Approval Method Method 1 Option D Data Submitted 05/02/2013 Data Validated 05/02/2013 Data Pending FBC Approval 05/07/2013 Data Approved 06/11/2013 Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15210.1 a. Smooth/Wood Grain/White Wood 618 'Impact' Opaque Fiberglass Single Door - Irswing/Outswing (X - Graln/Rustic(Mahogany Series 0 Fiberglass Configuration) Door Umits of Use Instaltation Instructions Approved for use In HVHZ: YES FL15210 R3 II INST 15210.1.pdf Approved for use outside HVHZ Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 15210.1 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.1.pdf use limitations, installation instructions and product particulars. Created by Independent Third Party: Yes 15210.2 b. Smooth/Wood Grain/White Wood E8 'Impact` Opaque Fiberglass Single r delfte or Sideiites - Grain/Rustic/MaDeMy Series 0 FiberglaIn SY ng/Outswing (OX or XO; OXO - Co guratio ) Door nate tion In ons in : Yes FL1521 R3 II ST 1 210.2,odf outsld HVHZ: Yes Verified Lyn on F. S fmidt P.E 43409 \j Yes Wer:INST152'10.2 Created by In ependent Pa : Yes : N/A Evaluation Reports 15210.2 for Ign U2 Ratings, any additional FL15210 R3 AE EVAL 15210.2.pdf tallation In and product particulars. Create! by Inde dent Third Party: Yes 15210.3 c. Smooth/Woo I Grain/White Wood 618 *Impact" Opaque Fiberglass Double Door with or without Sidelites - Graln/Rustic/Mahogany Series 0 Fiberglass Inswing/Outswing (XX; O)XO - Configurations) Door Limits of Use Installation Instructions Approved for Use In HVHZ: Yes FL15210 R3 II INST 15210.3.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.3 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.3.pdf use limitations, installation instructions and product particulars. Created by Independent Third Party: Yes 15210.4 d. Smooth/Wood Grain/White Wood 6'8 'Impact' Glazed Fiberglass Single Door - Inswing/Outswing (X - Grain/Rustic/Mahogany Series 0 Fiberglass Configuration) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 1$210.4.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.4 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.4.0 use limitations, installation Instructions and product particulars. Created by IndependentThIrd Party: Yes 15210.5 Smooth/Wood Grain/White Wood 618 "Impact' Glazed Fiberglass Single Door with Sidelite or Sldelttes - le. Grain/Rustic/Mahogany Series 0 Fiberglass Inswing/Oulswing (OX or X0; OXO - Configurations) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.5.0 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.5 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.5.pdf use limitations, Installation instructions and product particulars. Created by Independent Third Party: Yes 15210.6 if. Smooth/Wood Grain/White Wood 6'8 impact' Glazed Fiberglass Double Door with or without Sidelttes - Grain/Rustic/Mahogany Series O Fiberglass Inswing/Outswing (XX; O)XO - Configurations) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.6.0f Approved for use outside HVHZ Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.6 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.6.pdf use limitations, installation Instructions and product particulars. Created by Independent Third Party: Yes 15210.7 g. Smooth/Wood Grain/White Wood 8'0 'Impact' Glazed Fiberglass Single Door - Outswing (X - Grain/Rustic/Mahogany Series 0 Fiberglass Configuration) poor Limits of Use Installatbn Instructions Approved for use In HVHZ: Yes FL15210 R3 H Inst 15210.7.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Otirer:See INST 15210.7 for Design Pressure Ratings, any additional FL15210 R3 AE Eval 15210.7.pdf use Ii.ftatlons, Installation instructions and product particulars. Created by Independent Third Party: Yee 15210.8 http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1QR.. 6/2/2014 Florida Building Code Online Page 3 of 3 Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA(EEO employer. Coovrieht 2007-2013 State of Florida.:: Privacy Statement :: Aa MbllRv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275 (1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address 9 they have one. The emalis provided may be used for ofFlcai communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick )hag,. Product Approval Accepts: NNIMM ®®— 0 SCCLtI'ItP.'. r l i e. http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1QR.. 6/2/2014 h. Smooth/Wood Grain/White Wood 8'0 "Impact' Glazed Fiberglass Single Door with Sidelite or Sldelttes - Grain/Rustic/Mahogany Series 0 Fiberglass Outswing (OX or X0; OXO - Configurations) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II Inst 15210.8.0 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure N/A Evaluation Reports Other: See INST 15210.8 for Design Pressure Ratings, any additional FL15210 R3 AE Eval 15210.8.pdf use limitations, installation instructions and product particulars. Created by Independent Third Party: Yes 15210.9 1. Smoo"ood Grain/White Wood 810 'Impact' Glazed Fiberglass Double Door with or without Sldelites - Grain/Rustic/Mahogany Series 0 Fiberglass Outswing ()X; OX(O - Configurations) mor Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II Inst 15210.9.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.9 for Design Pressure Ratings, any additional FL15210 R3 AE Eval 15210.9.pdf use limitations, installation instructions and product particulars. Created by independent Third Party: Yes 15210.10 Smooth/Wood Grain/White Wood 810 'Impact' Opaque Fiberglass Single Door - Outswing (X - Grain/Rustic/Mahogany Series 0 Fiberglass Configuration) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.10.0 Approved for use outside HVKL, Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: See INST 15210.10 for Design Pressure Ratings,any additional FL15210 R3 AE EVAL 15210.10.odf use limitations, installation instructions and product particulars. Created by Independent Third Party: Yes 15210.11 k. Smooth/Wood Grain/White Wood 810 *Impact' Opaque Fiberglass Single Door with Sidelite or Sidelites - Glain/Rustic/Mahogany Series O Fiberglass Outswing (OX or X0; OXO - Configurations) Door Lhnits of use Instollatlon Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.11.0 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.11 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.11.ndf use limitations, Installation Instructions and product particulars. Created by Independent Third Party: Yes 15210.12 I. Smooth/Wood Grain/White Wood 810 impact' Opaque Fiberglass Double Door with or without Sideldtes - Grain/Rusdgfthogany Series 0 Fiberglass Outswing ()X; OXXO - Configurations) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.12.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Ye Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.12 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.12.pdf use limitations, Installation Instructions and product particulars. Created by Independent Third Party: Yes 15210.13 Smood"ood Grain/White Wood 8'0 'Impact' Opaque Fiberglass Single Door with Surface Bolts - Im. Grain/Rustic/Mahogany Series 0 Fiberglass Outswing (X - Configuration) Door Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15210 R3 II INST 15210.13.pd( Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.13 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210 13.odf use limitations, installation Instructions and product particulars. Created by Independent Third Party: Yes 15210.14 Smooth/Wood Grain/White Wood 810 'Impact" Opaque Fiberglass Double Door with Surface Bolts on Active In. Grain/Rustic/Mahogany Series 0 Fiberglass Door panel - Outswing ()X - Configuration) Door Limits of use Installation Instructions Approved for use In HVHZ: Yes FLIS210 R3 II INST 15210.14. odf Approved for use outside HVHZ: Ye Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistertt; Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15210.14 for Design Pressure Ratings, any additional FL15210 R3 AE EVAL 15210.14.pdf use limitations, installation instructions and product particulars. Created by Independent Third Party: Yes Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA(EEO employer. Coovrieht 2007-2013 State of Florida.:: Privacy Statement :: Aa MbllRv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275 (1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address 9 they have one. The emalis provided may be used for ofFlcai communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick )hag,. Product Approval Accepts: NNIMM ®®— 0 SCCLtI'ItP.'. r l i e. http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1QR.. 6/2/2014 R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 913.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9913 Product Category Sub Category Manufacturer Product Name ETC -05-255-16776.0 Swinging Plastpro, Inc. Smooth I Wood Grain I White Wood Grain Exterior Exterior Door 5200 W. Century Blvd. Rustic I Mahogany Doors Do Assemblies Los Angeles, CA 90045 Series O Fiberglass Door 3. Calculations Prepared by Phone 440.969.9773 Inswing(Outswing -"Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Plastpro, Inc. based on Rule Chapter No. 9N-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. UmMatlons. 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product complies with section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product complies with Section 1609.1.2 of the 2010 FBC and does not require an impact resistant covering. This product meets missile level "D" and includes Wind Zone 4 as defined in ASTM E 1996 and Section 1609.1.2.4 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15210.1 require further engineering ,analysis by a licensed engineer or registered architect 7. Outswing configurations meet water infiltration requirements for "HVHZ". All other configurations do not meet the water infiltration requirements for the "HVHZ" and must be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 8. See drawing FLA 5210.1 for size and design pressure limitations Supporting Docurnerift 1. Test Report No. Test Standard TEL 01390365 TAS 201-94, 202-94 & TAS 203-94 ETC -05-255-16776.0 ASTM D 635-98,638-03,1929-96 & 2843-99 ASTM G 26-95 ETC -06-255-17412.0 ASTM E 84-05 ETC -07-209-19303.0 ASTM D 635-98, 638-03,1929-96 & 2843-99 2. Drawlnq No. Prepared by No. FL -15210.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) ASTM E 1300 Glass Load Lyndon F. Schmidt, P.E. Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Doldan, P.E. ETC Laboratories Joseph L. Doldan, P.E. ETC Laboratories Ben Meunier Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Plastpro, Inc. is manufacturing products within a quality assurance program that complies with ISOIIEC 17020 and Guide 53. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/17/2012 PF 1596 Sheet 1 of 1 plastpr* Smooth / Wood Grain / Whffe Wood Grain Series O Fiberglass Door INSWING / OUTSWING "IMPACT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 2010 Florida "ding Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors sha@ be as listed and spaced as shown on detalls. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the WW" this product compiles with Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product compiles with Section 1609.1.2 of the 2010 FBC and does not require an impact resistant covering. This product meets missile level 'Wand includes Wind Zone 4 as defined in ASTM E 1996 and Section 1609.1.2.4 of the FBC. 5. For 2x stud construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysts by a licensed engineer or registered architect. 7. Outswing configurations meet water Infiltration requirements for "HVHZ". All other configurations do not meet the water infiltration requirements for the "HVHZ" and must be Installed only In non-habitoble areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. See sheet 2 for hardware design pressure limitations oar. ev: JK as By-, VS FL -15210.1 ;TOP -9- TABLE Of CONTENTS SHEEN DEMNPWN 1 elevation, design ressares, & general notes Door 3 Homontal cross section 4 vertical crass sections 5 t Loc details 6 rlock detalls 7 n tram onchaing 8 components 9 891 of materlois See sheet 2 for hardware design pressure limitations oar. ev: JK as By-, VS FL -15210.1 ;TOP -9- r�. �r 37.50" INSWING x +75.0 -75.0 82.00" 37.50" OUTSWING x +75.0-75.0 81.13" See sheet 2 for hardware design pressure limitations oar. ev: JK as By-, VS FL -15210.1 ;TOP -9- I oa• I — r- 2Z oa° EXTERIOR I WTERIOR CAP (PVC) HINGE STILE (LVL) LATCH STILE (LVL) CAP (PVC) 1 HORIZONTAL CROSS SECTION 2 35 a MAX OA ID e2 � 000R raze. PlaBfaa KWUM KNOB: SIGNATUlE um DEADBOLT: SIGNATURE SEEM (980) SCHLAGB KNOB. "PSER S(P51) DEADBOLL V SERBS (B60t62) PAMEI( LEVER: nU SERIES DEADBW. FD7 SEW HOPPE MULTI -POINT LOCK: 3 -MW TONGUE W i P MULTI -POINT LOCK: TRUE ORIN "3000SEEM See meets 5 and 6 for muitf point k)ck details ±75 t 75 175 :t 50 ± 75 TOP RAIL (COMP.) 13 a a INTERIOR EXTERIOR o FOAM CORE (POLYURETHANE- 1.9 PCF MIN.) .4 RBERGLASS SXIN • ' (0.125" MIN. THIL) \` e•. •,' `d BOTTOM RAIL (COMP.) 2 VERTICAL CROSS SECTION 2 jJK LFSNa,15210.1�� 9 0 1 2 1-114* n sC Imo. ` 4 4 lid b pG n 4 g dt RN el d id INTERIOR .. ° d 40 J ° 3 3' ° r U E a D EXTERIOR 27 H a 4 5 �s.Ilrr.l �I o 3 HORROMAL CROSS BECKON 2 T D z a' C 3 Shown w/ 1 X sub43uck 0.15° 0.15' B ►I C�SIpNK SICSINK d '' 11 .) ab °° a > L INTERIOR INTERIOR °> J 40 b e ° > af' S � n 1 V 38 a nve 02116112 a d 9 EXTERIOR EXTERIORMLB N.T.S. 9 Eam en JK m 1 HORIZONTAL CROSS SECTION 2 HORROMAL CROSS SECTION ° cm W, LFS 1-1/4'MIN. 3 O~[g�Ovrn- 9 3 0 9sfrovm- NDJ EiNg, (lyp.) a1' opproved dopW Z FL -15210.1 0 aw -�L OF-!- 9• d • .. 0. d ' D 4• ° p p d°• A p n boom,— — — _° o /®R EXTERIOR y"Z%ZZ INTERIOR 1 2 a EXTERIOR INTERIOR EX MOR No INTERIOR 2 VERTICAL CROSS SECTION 1 VERTICAL CROSS SECTION 4 Shawn w/1 x aib-uck 4 a9pprov�ed� irnwfn9 40 8 z EXTERIOR INTERIOR l E) V. S VERTICAL CROSS SECTION 4 Shown w/ ADA rigid EXTERIOR e A., d' 4 VERTICAL CROSS , ECRON 4 =Woxotlon err JK m' c en us 3 omm wo.: � FL -15210.1 0 1° ��a� " a 0 • 0 (� 2X BUCK SB Q 0 Q% dr1X BUCK H 2.17' p � O2W�MUONLocw 0 2X BUCK $B 1XBUCK H A 1.7° O 2X BUCK 58 1XBUCK H 23 22 1 0 0 1r O a O SMNMJAMS J 13 nv¢+ 02116112 11 ® O sONE N.T.S. 19 owm ar: JK m' � MUL1f-POIMSTIUKE PLIIE�LAiCH—AMD DEADBOITSTR@� �AlE p ip,; LFS rc FL -15210.1 MANUAL RAISED TONGUE GEAR SYSTEM aaEr oF_L Q) S �I ti 6 6 y O O • MUCK 58 1 X BUCK H j 0 2 O O 02116112 a + N.T.S. Ow a': JK 'm W & F Trlennfum 3000 SERBS STRIKE JAMB DETAIL cm or: LFS 3 3 pt. Lock mom au � FL -15210.1 0 .O 9 w fryp.) TYP. HEAD MASONRY7— OPENING 2X BUCK-\, 0 SEE HINGE L 2X BUCK DETAIL' IX BUCK TYP. HEAD M 71 ASONRY OPENING & JAMBS FRAME A BUCK co ILL ONLY WMANC110MG SflMJAMB CONCRE11FANCHOR Nom. I Subsfffuffon of equal concrete anchors ftorn a different appiler may have different edge chtance and center distance requirements. Z Concrete anchor locaftris at the comers may be adjusted to maintain the min. edge distance to ffaxtarjoints. Concrete anchor locations noted as 'MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortarjokils, addiflonal concrete anchors may be requked to ensure the MAX. ON CMTW dimension ore not exceeded. 3. Concrete anchor table. IX a. FRAME ANCHORING Mmorny comm ction IX 2X BUCK BUCK BUCK BUCK LATCH & DEADAW DkTAIL ffhVGE DETAIL kuwkv 11 "M ori -1M HINGEJAMB IX BUCK A BUCK HIMMMALL Outswing N.T.S. JK L M LFS EO ; NM Iron FL -15210.1 rr _Z_ or_2 _ 63 Clllz ... ........... .. ........ ..... ... . . ........ . ....... .... . . ....... .. ........ ..... ........ ....... w ......... ...... ........ ..... ........ . ......... .............. ............. ...... .. .. .. ..... ........ .. ..... .......iltl................ .......... ........ .... ... . ................ I .................. ..... ............. ....................... ......... ............................................... ........... ............ .......................... ......................... nw 1-114' 2-1/7 r ELCO VIC 11.1/1f 1' 4" ffw 311V 11-1fi4' 2-5/8' 2.1 IX a. FRAME ANCHORING Mmorny comm ction IX 2X BUCK BUCK BUCK BUCK LATCH & DEADAW DkTAIL ffhVGE DETAIL kuwkv 11 "M ori -1M HINGEJAMB IX BUCK A BUCK HIMMMALL Outswing N.T.S. JK L M LFS EO ; NM Iron FL -15210.1 rr _Z_ or_2 _ 63 4S6 T 46 T 456 d d h Ct L— II I Ig; � OLDSw S THRESHOLD WRI MG D.16 OLD pp �pl JA6L8 n 8 "' otP ((10SRJ columWa � nam (SBl 4.56° n 4.68° DLP15751 O �G THIIESHOID 31 �OUu SVG THRESHOLD 2 WOODJAMD I �s 5.62° 5.6s^ , 0.52 f�- @ZMG IH.RMHOIO IM G iHRMOID wEIiHERSfItlP 8 DOOR ROTiiDM SWEEP 5.6v 4.56 PE650 [k4i3tR1►G THRESHOLD RVSYURdG THRESHOLD ADA THRESHOLD "FL -15210.1 R -M 37 oLr MR n<r BQJ. OF MATERIALS rt�1 t ce�nar �1�u a A 1X BUCK SG n 0.55 WOOD �9 N B = 0.55 2X BUCK SG >14 WOOD d C 1/4 MAX. SHIM SPACE >1I 10 D 1/4 X 2-3/4PFH ELCO OR TTW CONCRETE SCREW STEEL E MASONRY - 3,192 PSI MIN. CONCRETE CONFORMING TO ACI N 8 G 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 114 X3-3/4 PFH ELCO OR TIW CONCRETE SCREW CONCRETE STEEL d is H 3/16° x3-1/4 PFH RW CONCRETE SCREW STEEL I 1/4X 1-3/4 PFH ELCO OR fiW CONCRETE SCREW STEEL L #8X2-1 /2° PFH WOOD SCREW STEEL 1 POLY FIBER JAMB COMP. /VINYL 2 FINGER PI NGER JOININE FRAME WOOD 7 WEATHERSTRIP FOAM 8 DOOR BOTTOM SWEEP VIN YL 9 4X 4 BUTT HINGE STEEL 11 #9X 3/4PFH WOOD SCREW STEEL S 22 3 POINT'TONGUE° MULTIPOINT LOCKSET (Mfg. BY HOPPE( STEEL 23 MULTI-POINT STRIKE PLATE jfONGUE SYSTEM STEEL 0 25 LATCH AND DEADBOLT STRPLATE (TONGUE SYSTEM) pO: STEEL 27 LATCH STRIKE PLATE STEEL 57 m 28 DEADBOLT STRIKE PLATE (SECURITY) STEEL STEEL 60 29 ADA THRESHOLD ALUM LOCK ASSEMBLY STEEL 30 OUTSWWGTHRESHOLD ALUM/WOOD 31 OUTSWING THRESHOLD ALUM/WOOD 32 OUTSWING THRESHOLD ALUM/WOOD 33 OUTSWING THRESHOLD ALUM/COMP 34 OUTSWING THRESHOLD ALUM/WOOD 36 INSWING THRESHOLD ALUM/COMP 37 INSWING THRESHOLD ALUM/WOOD 38 INSWING THRESHOLD ALUM/COMP z 0 40 DOOR PANEL -SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS 55 #10 X i-112° PFH SCREW i m z dans 02/16/12 1 So" N.T.S. 9 Dm ae JK m owe+Y LFS 3 mumm NOs d FL-15210.1 0 SHM-L --L " STEEL 57 BACKING PLATE STEEL 58 #8 X 7 PFH WS STEEL 60 MULTI -POINT STRIKE PLATE STEEL 62 LOCK ASSEMBLY STEEL