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RC-13-2323 (5)
i2'P'11S— 1401rJ BUILDING Miami Shores Village '-fBirilding Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPLICATION Permit Type: BUILDING OCT 112-013 IL FBC 20 LO Permit No. Master Permit No. ROOFING JOB ADDRESS: I N e Ci � S� City: Miami Shores County: Miami Dade zip: � E� Folio/Parcelk 0 o 3? -o 6 Is the Building Historically Designated: Yes NO )c Flood Zone: OWNER: Name (Fee Simple pce. 7!;71 -1 - Z,-71 - ( city: Stater --Zip: l — Tenant/Lessee Name: Phonek Email: CONTRACTOR: Company Name: (f�G'u &=-) l Vat'-' (__ Phone#: A (Yf - O q Address: City: NX a State: Zip: Qualifier Name: C'o:t $ F t_eT las Phone#: _ State Certification or Registration #: U� _a 2-C I �- �N Certificate of Competency #: Contact Phone#: DESIGNER: Architect/Engineer: Address: e , Da Z. °® M Value of Work for this Permit: $ Sno I Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ORepair/Replace ` ❑Demolition Description of Work: NOD G a % dna C P Y_�t''c " �+A ( j- C -C 9:� Subl-1 Scanning Fee $ Permit Fee Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF CO/CC $ DBPR $ Bond $ Technology Fee $ 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 Applications is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approy6d a reap ection fee will be charged. Signature j' z Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of r — , 20)1, by _�e 1 Cu ill of tri day of C -C' T— , 20 l > by who is personally known to me or who has produced who is aoive or who has produced (9 fJ i'' /Cf'5' As identification mho did take an oath. as identification and who did take an oath. NOTARY PUBUC: NOTARY PUB C: ' Sign'.4./ Sign: REBMA M. Print: MY COWSS10N P EEV2624 Print: MY CM0 Ss1 PASEE8= EXPIRES: a E7�IRES: PeWUMy 07,2D17 My Commission Expires: VI My Commission Expires: APPROVED BY Plans Examiner / Zoning d #1Structural AReview Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) PREPARED BY: 0.V DECLARATION OF USE Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 KNOW ALL MEN BY THESE PRESENTS: WHEREAS, the undersigned tLev, I �0 �c u'U ul is/are the fee simple owners) of the following described property (°Property situated and being in Miami Shores Village, Florida: Lot(s) 1I' �A I I� i Block 2 of S Ac - n L (Subdivision), according to the plat thereof, as recorded in the PW Book 0. Page of the Public Records of Miami -Dade County, Florida, (address) and WHEREAS, the undersigned owner(s) have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein, FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above Property, and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, rules and regulations of said Village then in effect IN WITNESS WHEREOF, the undersigned has/have caused 200— WITNESS(ES) 00_.WITNESS Signature and Print -►- v Signatur and Pring - c A—S STATE OF FLORIDA COUNTY OF MIAMI-DADE hand(s) and seal(s) to be affixed hereto on this day of 0WNE : Signature and Print Lo—,' Signature and Print w ..._ I HEREBY CERTIFY that on this day personally appeared before me KELf t '%J PA P �"�y who is personally known to me or has produced C)N FE 9 t- C (type of identification) as identification and he/she acknowledge that helshe executed the foregoing, freely and voluntarily, for purposes therein expressed. SWORN TO AND SUBSCRIBED before me on this It day of 200 ��`� ECA M. PASTRANA My commission expires: @It99i0N a EB872624 NOTARY PUBLIC, ST Imo' PdY X17 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Piniero Residence Builder Name: Street: 51 NE 99th St Permit Office: City of Miami Shores City, State, Zip: Miami Shores, FL, 33127- Permit Number. Owner. Mr Piniero Jurisdiction: 232600 Design Location: FL, Miami 1. New construction or existing Addition 9. Wall Types (1530.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.2 1530.00 ft2 b. N/A R= ft, 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms (Bedrms In Addition) 2(0) d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1510.0 sgft.) Insulation Area a. Under Attic (Vented) R=19.0 1510.00 ft2 6. Conditioned floor area above grade (W) 1510 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(180.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 1st Floor 6 50 a. U -Factor. Dbl, U=0.87 180.00 ft2 SHGC: SHGC=0.50 b. U -Factor. N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 46.0 SEER:17.30 c. U -Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Strip Heat 24.6 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 0.000 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems - a. Electric Tankless Cap: 1 gallons 8. Floor Types (1510.0 sqft.) Insulation Area EF: 0.980 a. Crawlspace R=19.0 1510.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat GlassJFloor Area: 0.119 Total Proposed Modified Loads: 33.90 PASS Total Standard Reference Loads: 48.72 1 hereby certify that the plans and specifications covered by Review of the plans and OT this calculation are in compliance with the Florida Energy specifications covered by this 4. Code. calculation indicates compliance y iii _;��� .���; PREPARED BY: with the Florida Energy Code. Before construction is completed __ _ DATE: this building will be inspected for compliance with Section 553.908 ,r I hereby certify that this building, as designed, is in compliance Florida Statutes. OOb with the Florida Energy Code. OWNERIAGENT: 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 - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference In accordance with 403.2.2.1. Is not greater than (45 cfm:Duct#1) 12/1012013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 12/10/2013 5:31 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/FAsting: Comment: Piniero Residence User Mr Piniero 1 City of Miami Shores 232600 Single-family Addition Bedrooms: 2 Conditioned Area: 1510 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 51 NE 99th St Miami -Dade Miami Shores, FL , 33127- 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 FL_MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Block1 1510 13590 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1510 13590 Yes 3 2 1 Yes Yes Yes FLOORS # Floor Type Space Exposed PeriWall Ins. R -Value Area Floor Joist R -Value Tile Wood Carpet 1 Crawlspace 1st Floor 170 ft 0 1510 fta 19 0 0 1 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 1591 fta 0 ftz Medium 0.96 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1510 fta Y N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 19 1510 ftz 0.11 Wood 12/10/2013 5:31 PM EnergyGauge@) USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent nrnt To Wall T408 Cavity Width Height Sheathing Framing Solar SpaceR-Alahle Fraction n Et n Area Below _ 1 _ 2 3 4 E Exterior Concrete Block- Int Insul 1st Floor 4.2 51 9 459.0 ft' W Exterior Concrete Block- Int Insul 1st Floor 4.2 51 9 459.0 ft' N Exterior Concrete Block- Int Insul 1st Floor 4.2 34 9 306.0 ft0 S Exterior Concrete Block- Int Insul 1st Floor 4.2 34 9 306.0 ft0 0 0.75 0 0.75 0.75 0.75 0 0 0 0 DOORS # Omt Door Type Space Storms U-Value Width Ft In Height Ft In Area 1 E Wood 1st Floor None 0.2 0.1 0.1 0.010000 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall # Omt ID Frame Overhang Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 2 Metal 2 N 3 Metal 3 E 1 Metal 4 S 4 Metal Double (Tinted) Yes 0.87 0.5 32.0 ft' 0 it 0 in 0 It 0 in Double (Tinted) Yes 0.87 0.5 32.0 ft' 0 it 0 in 0 ft 0 in Double (Tinted) Yes 0.87 0.5 64.0 ft' 0 it 0 in 0 it 0 in Double (Tinted) Yes 0.87 0.5 52.0 ft' 0 ft 0 in 0 it 0 in Drapes/blinds Drapes/blinds Drapesiblinds Drapes/blinds None None None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 1980.37 108.720 204.464 0.34500 8.74338 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts (Invali Electric Strip Heat None COP: 1 24.6 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts pnvaliCentral Unit Split SEER: 17.3 46 kBtu/hr 1380 cfm 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless 1st Floor 0.98 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Cert # Company Name System Model # Collector Model # Area Storage Volume FEF None None ft' 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 DUCTS V — Supply — — Return — Air CFM25 HVAC # # Location R -Value Area Location Area Leakage Type Handler CIF1M5 OUT QN RLF Heat Cool onvali Attic 6 50 ft' Attic 90 ft2 Prop. Leak Free 1 st Floor (invalid) cf 45.3 cfm 0.03 0.60 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan X Jan Feb X Feb Mar C Mar [X] [ ]X A r Apr X M May Jun Jun [X] Jul P 7C Jul Au Au[Xj [[XX]] Se Sep X Oct Oct [[XX]] Nov [X] Nov Dec Dec Ventin Venting [[�X]] Jan [[XX]] Feb [[X11 Mar [[XX]] Apr [[�Xll M [[XX]] Jun [[�X]] Jul Aug [[X11 Se [[XII Oct [[fix]] Nov Dec 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 0 1 - Electric Strip Heat 0% 1 - Central Unit 12/10/2013 5:31 PM EnergyGauge® 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: 51 NE 99th St PERMIT #: Miami Shores, FL, 33127 - 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 controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental Vol 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 VP 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 VP (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, crawispaces, 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 >1.OkW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 12/10/2013 5:31 PM EnergyGauge@ USA - AaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 70 The lower the EnergyPerformance Index, the more efficient the home. 51 NE 99th St, Miami Shores, FL, 33127- 1. New construction or e)asting Addition 9. Wall Types Insulation Area 2. Single family or multiple familySingle family a. Concrete Block - Int Insul, Exterior R=4.2 1530.00 ft' b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft, 4. Number of Bedrooms 2(0) d. N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented R=19.0 1510.00 f12 6. Conditioned floor area (ft) 1510 b. N/A R= ftp 7. Windows'"` Description Area c. R a. U -Factor. Dbl, U=0.87 180.00 ftz 11 Ducts a. Sup: Attic, Ret: Attic, AH: 1st Floor R ft' 6 50 SHGC: SHGC=0.50 b. U -Factor. N/A ft' SHGC: 12. Cooling systems kBtu/hr Efficiency c. U -Factor. WA fI2 a. Central Unit 46.0 SEER:17.30 SHGC: d. U -Factor: WA ft' 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 24.6 COP:1.00 Area Weighted Average Overhang Depth: 0.000 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems- Cap: 1 gallons a. Crawlspace R=19.0 1510.00 f12 a. Electric a. 0.98 b. N/A R= ft' c. N/A R= ftZ b. Conservation features None 15. Credits Pstat 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: *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 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCYOMB No. 1660-0008 National Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION F URANCE90W1USE, = Al. Building Owner's Name JOAN B. HABERSIN 11 Number - A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. MAIC N 51 NE 99 Street City Miami State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 16 & W 1/2 of Lot 17, Block 9, Plat Book 10, Page 70, Miami -Dade County, Florida A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. N 25°51'58.0 Long. W 80° 11'48.4 Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1B A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage 234 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number TB2. County Name B3. State Village of Miami Shores 120652 Miami -Dade Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086C-0302 L 9-11-2009 Effective/Revised Date Zone(AO, use base flood depth) ® feet ❑ meters N/A. 9-11-2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: N-568 Vertical Datum: N.G.V.D. 1929 Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a�� ® Check here if attachments. licensed land surveyor? ® Yes ❑ No LS Certifier's Name Rolando Ortiz Title President Address 9350 SW 22 Terrace Signature FEMA Form 086-0-33 (7/12) License Number 4312 Company Name Gunter Group, Inc. City Miami State FL ZIP Code 33165 Date 6-13-2013 Telephone 305-220-0073 See reverse side for continuation. Replaces all previous editions. Check the measurement used. 13.00 ® feet ❑ meters N/A. ❑ feet ❑ meters N/A. ❑ feet ❑ meters 10.96 ® feet ❑ meters N/A. ❑ feet ❑ meters 10.50 ® feet ❑ meters 10.66 ® feet ❑ meters WA. ❑ feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a�� ® Check here if attachments. licensed land surveyor? ® Yes ❑ No LS Certifier's Name Rolando Ortiz Title President Address 9350 SW 22 Terrace Signature FEMA Form 086-0-33 (7/12) License Number 4312 Company Name Gunter Group, Inc. City Miami State FL ZIP Code 33165 Date 6-13-2013 Telephone 305-220-0073 See reverse side for continuation. Replaces all previous editions. r_LCY1ileV1Y VC1�IIr'1liMIL, liamuL IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 51 NE 99 Street City Miami State FL ZIP Code 33138 Company NAIC N"ber __, SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Crown of road elevation: 11.25feet NGVD Coordinates shown herein were obtained from hand held GPS (Garmin Vista-etrex) Date 6-13-2013 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) Tfpr Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of'slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 51 NE 99 Street City Miami State FL ZIP Code 33138 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and 'Rear View"; and, if required, 'Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 51 NE 99 Street City Miami State FL ZIP Code 33138 Company NAIC Number: If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and `Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. Left Side View FEMA Form 086-0-33 (7/12) Replaces all previous editions. Miami �, 3\ Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 P Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 3' BUILDING PERMIT APPLICATION FBC 20 Permit No. Master Permit No.1 Cc (y • 13. Z �Z3 'Permit Type: BUILDING ROOFING JOB ADDRESS: 9-I /J 9 ! S City: Miami Shores County: Miami Dade zip:.. -- 3-3I Folio/Parcel#: _I ' 0 Is the Building Historically Designated: Yes NO)4 Flood Zone: OWNER: Name (Fee Simple Titleholder): Q1 � R;0 6! Ila L. Phone#: � ' 71 ` Address:�/T_ � G 1� 9 s Ir City: I `'j L(tVZJt--S State: Z.-- Zip: �3 Tenant/Lessee Name: � � A-- Phone#: Email: CONTRACTOR: Company Name: V 20 N � t NL Phone#:4 � ' S ' y i I 2 Address: City: i\ -k crP�-l`' \ State: Z- Zip: Qualifier Name: Qj2-G41-A ny �C'-UGS v�/h,-.S-� J Phone#: State Certification or Registration #: O3(_ 12I w' `I Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Liuear Footage of Work: Type of Work: ❑Addition ❑Alteration __ ❑New ❑Repair/Replace ODemolition 'r� Description of Work: S S5 4 -CDP l r'2� f ("j C�s- S Submittal Fee $ Scanning Fee $ Color thru tile: Permit Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ to DBPR $ Bond $ Technology Fee $ 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 Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. N "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 appr� . einspection fee will be charged. Signature_ Signature Owner or Agent The foregoing instrument was acknowledged before me this day of 1_k - l 20 , by 46V IeJ 1''j NL, -J&2 who is personally known to me or who has produced 2 L ON el LC As identification and who did take an oath. NOTARY PUBLIC:: Sign Print: REBECA M. PAS A nmhm My Commission Expires: EXPIRES: Fly 07, 2017 °f Contractor The foregoing instrument was acknowledged before me this day of 1A42u� 20 'j, by C�RCsiitlCS� /� who ' personally kno to me or who has produced APPROVED BY Plans Examiner 3Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3115/09) identification and who did take an oath. NOTARY PUBLIC: My Commission Expires: � %=/ EXPIRES: Febroery 07.2017 Zoning Clerk Royal Truss Site Information: Project Customer: ORONI CONST. Royal Truss Manufacturing 9550 NW 79th Ave, Suite#5 Hialeah, Garden, FL 33016 Tel: (305) 822-0020 Fax: (305) 822-0029 Site Address: 51 NE 99 ST. MIAMI SHORES : FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: 7.35 May 18 2012 Roof Load: 55.0 psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 7 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 02/22/14 T1 A0010115 2 02/22/14 T2 A0010116 3 02/22/14 T2A A0010117 4 02/22/14 V11 A0010118 5 02/22/14 V15 A0010119 6 02/22/14 V3 A0010120 7 02/22/14 V7 A0010121 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Royal Truss Manufacturing, Hialeah Gardens, FL. Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 A 202 Engineers Name Date Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d A0010115 2-19-14 T1 FINK 10 I 1 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.38 7-9 >572 180 Job Reference (optional) moyai i russ company, uoral, FL, tawara uavis 7.350 s May 18 2012 MiTek Industries, Inc. Mon Feb 24 U9:05:50 ZU14 rage 1 I D:coK8gOQlrFGUd5itRYc2Grziu lB-yy66VOhEWCCoOXKim5l lCjFpb12?cT_3jMsCGezi_X? F1-0-0, 5-3-0 , 9-5-0 13-7-0 18-10-0 11-0-0' 5-3-0 14-2-0 4-2-0 5-3-0 Scale = 1:33.0 Camber = 3/16 in 4x4 = 3.00 F12 4 3x6 = 3x4 zz 3x4 = 3x4 = 3x6 = v to 6-7-11 12-2-5 18-10-0 _ J 6-7-11 5-6-11 6-7-11 Plate Offsets (X Y): [20-3-12 Edge] [6:0-3-12 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.21 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.38 7-9 >572 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 74 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=969/0-8-0 (min. 0-1-8), 6=859/0-8-0 (min. 0-1-8) Max Horz2=35(LC 6) Max Uplift2=-597(LC 4), 6=-440(LC 5) Max Grav2=1213(LC 10), 6=1087(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-3173/1176, 3=10=-3140/1190, 3-11=-2791/1020, 4-11=-2748/1033, 4-12=-2736/1060,5-12=-2778/1044, 5-13=-3107/1214, 6-13=-3166/1202 BOT CHORD 2-9=-1093/301'5,8-9=-715/2069,7-8=-715/2069,6-7=-1102/2998 WEBS 3-9=-517/306, 4-9=-190/726, 4-7=-210/716, 5-7=-510/312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; 15ffi . I Exp C; Encl., GCpi=0.18; C -C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 9-5-0, Exterior(2) 9 5- - L {f�jj o of DOL=1.60 plate grip DOL=1.60 CONS vws Dissm—_, PA 3) Plates checked for a plus or minus 0 degree rotation about its center. CW& / 57RJC7LIR& 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any of -v to S. PE 17149 EE.OWS512 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 5 pl' at joint 2Rpg,3ah MV Ja t moa 3365 440 Ib uplift at joint 6. 1F1.- OW 262-6225 FAX- (3ft) 262-204 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis n esl n of thi-_ trussof LOAD CASE(S) Standard FEB 2 4 20% Job Truss Truss Type Qty . Ply Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 A0010116 2-19-14 T2 ROOF TRUSS 3 1 Code FBC2010/TP12007 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Mon Feb 24 09:05:50 2014 Page 1 ID:coK8gOQlrfGUd5itRYc2Grziu l B-yy66VOhE WCCoOXKim5l lCjFr?12pcTU3jMsCGezi_X? 1-1-0-01 4-7-4 , 8-1-8 11-7-12 , 16-3-0 ,17-3-0, 11-0-0 4-7-4 3-6-4 3-6-4 4-7-4 1-0-0' N1 0 4x4 = 3.00 12 Scale = 1:30.0 Camber = 3/16 in 3x5 =3x5 = 5x8 = 8-1-8 16-3-0 8-1-8 8-1=8 Plate Offsets (X Y)• [2:0-4-12 Edge] [6:0-4-12 Edge] [8:0-3-0 0-3-01 LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 CSI DEFL in (loc) TC 0.41 Vert(LL) 0.14 6-8 BC 0.77 Vert(TL) -0.30 6-8 WB 0.18 Horz(TL) 0.07 6 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=843/0-8-0 (min. 0-1-8),6=843/0-8-0 (min. 0-1-8) Max Horz2=40(LC 6) Max Uplift2=-554(LC 4), 6=-554(LC 5) Max Grav2=1067(LC 10), 6=1067(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-2629/1004,3=9=-2602/1021,3-10=-1973/694,4-10=-1937/708, 4-11=-1902/704, 5-11=-1937/691, 5-12=-2594/1024, 6-12=-2620/1006 BOT CHORD 2-8=-910/2492, 6-8=-925/2514 WEBS 4-8=-91/558, 5-8=-709/405, 3-8=-684/398 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 8-1-8, Exterior(2). DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandii 554 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analys� v Io I/deft Ud PLATES GRIP >999 240 MT20 244/190 >616 180 n/a n/a Weight: 66 Ib FT = 0% Structural wood sheathing directly applied or 3-2-6 oc purlins. Rigid ceiling directly applied or 6-0-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ti -1. fortun CCNBtLTM DrAfEM, PA CIVL / 9TRJCRPAl. 1s• F£ 22149 ES OeMV at joint -2 ® sA 391h 71 RRAM tom, FLORIDA 3355 .,--- ,_1U1(305)262-6715 FAX -(305)262-7014 LOAD CASE(S) Standard TIED 2 4 2014 Job Truss Truss Type Qty Ply 16-3-0 8-1-8 A0010117 2-19-14 T2A ROOF TRUSS 2 1 [2:0-4-12 Edge] [6:0-2-8 Edgel [7:0-3-0,0-3-01 Job Reference (optional) Koyal I russ company, Uoral, t- L, Lawaro Uavis 7.350 s May 18 zui z ml 1 eK Inaustnes, inc. mon r-eD Z4 Ua:U0:0I LV 14 rage ID:coK8gOQl fGUd5itRYc2GrziulB-Q8gUjLhsHWKfdhvvJpY_IxoOcROsLwnCyObmo4zi_X_ -1-0-0, 4-7-4 , 8-1-8 11-7-12 16-3-0 1-0-0 4-7-4 3-6-4 3-6-4 4-7-4 3.00 F12 4x4 = 4. Scale = 1:28.6 Camber = 3/16 in 3x5 = 3x5 = 5x8 = v Ia LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 6=736/0-8-0 (min. 0-1-8),2=84710-8-0 (min. 0-1-8) Max Horz 2=35(LC 6) Max Uplift6=-399(LC 5), 2=-557(LC 4) Max Grav6=937(LC 9), 2=1065(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-2651/1060,3-8=-2624/1078,3-9=-1998/746,4-9=-1962/759, 4-10=-1926/764, 5-10=-1962/749, 5-11=-2576/1095, 6-11=-2628/1086 BOT CHORD 2-7=-987/2517, 6-7=-992/2493 WEBS 4-7=-129/573, 5-7=-693/421, 3-7=-682/392 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 8-1-8, Exterior(2) DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi 557 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi LOAD CASE(S) Standard Structural wood sheathing directly applied or 3-2-5 oc purlins. Rigid ceiling directly applied or 5-9-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. COaLTW 061NE12"59, PA CK / 57RJC 1VA 1s• P.E. 27149 E5L CVMI2 atjoint 6WanAL3M X43ZACE K44, WWA33M ._TEL- (305)261-6225 FAX -(309)261-20F4. FEB 2 4 2014 8-1-8 16-3-0 8-1-8 8-1-8 Plate Offsets (X Y): [2:0-4-12 Edge] [6:0-2-8 Edgel [7:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.15 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.33 6-7 >574 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 65 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 6=736/0-8-0 (min. 0-1-8),2=84710-8-0 (min. 0-1-8) Max Horz 2=35(LC 6) Max Uplift6=-399(LC 5), 2=-557(LC 4) Max Grav6=937(LC 9), 2=1065(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-2651/1060,3-8=-2624/1078,3-9=-1998/746,4-9=-1962/759, 4-10=-1926/764, 5-10=-1962/749, 5-11=-2576/1095, 6-11=-2628/1086 BOT CHORD 2-7=-987/2517, 6-7=-992/2493 WEBS 4-7=-129/573, 5-7=-693/421, 3-7=-682/392 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; Encl., GCpi=0.18; C -C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 8-1-8, Exterior(2) DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi 557 Ib uplift at joint 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi LOAD CASE(S) Standard Structural wood sheathing directly applied or 3-2-5 oc purlins. Rigid ceiling directly applied or 5-9-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. COaLTW 061NE12"59, PA CK / 57RJC 1VA 1s• P.E. 27149 E5L CVMI2 atjoint 6WanAL3M X43ZACE K44, WWA33M ._TEL- (305)261-6225 FAX -(309)261-20F4. FEB 2 4 2014 Job _ Truss Truss Type Qty Ply in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase A0010118 2-19-14 V11 ROOF TRUSS 1 1 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) Job Reference (optional) moyai i russ company, uoral, FL, tawara Uavis 3.00 12 7.350 s May 18 2012 Mi I ek Industries, Inc. Mon Feb Z4 U9:Ub:b1 ZU14 rage T I D:coK8gOQ IrfGUd5itRYc2GrziulB-Q8gUjLhsH WKfdhvvJpY_IxoO5R W 1 LyfCyObmo4zi_X_ 12-0-0 , 4x4 = 2 Scale = 1:19.2 3x4 % 2x4 3x4 12-0-0 12=0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 34 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=190/12-0-0 (min. 0-1-8), 3=190/12-0-0 (min. 0-1-8), 4=535/12-0-0 (min. 0-1-8) Max Uplift1=-152(LC 4), 3=-152(LC 5), 4=-327(LC 4) Max Grav1=248(LC 9), 3=248(LC 9), 4=686(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-491/327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ther live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 1 5111mat Iil D q 152 Ib uplift at joint 3 and 327 Ib uplift at joint 4. CC &VIII G B ML--, PA 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a d this truss. cK / STRJLT� PP. 22249 EEL 09"!512LOAD CASE(S) Standard 1710 61 391h 7Ei32ACE HM, FLORIDA 3365 TEL- (3051 IbI-6M FAX- (305) IbI-2041 FEB 2 4 2014 Job Truss Truss Type Qty Ply 7 TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 A0010119 2-19-14 V15 ROOF TRUSS 1 1 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Job Reference (optional) rcvyai truss wrnpdny, uarai, ri, tawara uavis me: :ie] 3.00 F12 t.s5u s may TS zuu ml I ex Inaustnes, Inc. mon I-eD z4 uwuo:oi zu14 rage T ID:coK8gOQ I rfGUd5itRYc2Grziu I B-Q8gUjLhsH WKfdhvvJpY_IxovCRSTLxFCyObmo4zi_X_ 16-0-0 8-0-0 4x5 11 2 Scale = 1:25.6 3x4 = 4 3x4 5x6 = 16-0-0 W-1101 Plate Offsets (X,Y): [2:0-3-0,0-2-0], [4:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 47 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. OTHERS 2x4 SP No.2 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=269/16-0-0 (min. 0-1-15), 3=269/16-0-0 (min. 0-1-15), 4=757/16-0-0 (min. 0-1-15) Max Upliftl =-1 78(LC 4), 3=-178(LC 5), 4=-373(LC 4) Max Grav1=343(LC 9), 3=343(LC 9), 4=951 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-679/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any t s. [o (� on. ft)r r 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin _ 1t joint 1, PA 178 Ib uplift at joint 3 and 373 Ib uplift at joint 4. +.rYt STRJCTURAL 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis n n this truss. fp �g Ea CVMV LOAD CASE(S) Standard 'arm 8l13%hTERRACE HIM, nDFWA 33M 7EL- (305)262-62Z FAX- (305) 262-7014 FEB 2 4 2014 Job Truss Truss Type Qty . Ply A0010120 2-19-14 V3 ROOF TRUSS 1 1 Job Reference (optional) Koyai i russ company, uoral, VL, Loward uavis s RZI 3.00 FIT E 7.350 s May 16 ZU12 Mi IeK Intlustnes, Inc. Mon r -el) Z4 UVVO:W ZU14 rage .i I D:coK8gOQ I rfGUd5itRYc2Grziul B-Q8gUjLhsH WKfdhvvJpY_Ixo4cRa6LyaCyObmo4zi_X_ 4-0-0 2-0-0 Scale = 1:7.6 3x4 = 4-0-0 Plate Offsets (X Y): (2.0-2-0 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 6 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=105/4-0-0 (min. 0-7-12),3=105/4-0-0 (min. 0-7-12) Max Uplift1=-153(LC 4), 3=-153(LC 4) Max Grav1=153(LC 9), 3=153(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 153 Ib uplift W a 'n 1 and 153 Ib uplift at joint 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a f tKi&F@ffiffbgb M qm-Lmm LOAD CASE(S) Standard CU<Ws @G1rEL—M, PA 0& / 57RJC7l.IR& ED PE. 22249 ES, 00055D MV SAL 35th 7aW-A E MM, KDRIDA 3355 TU- (3M)2624M FAX- (305) 26I-201 FEB 2 4 2014 Job Truss Truss Type Qty . Ply 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d A0010121 2-19-14 V7 KINGPOST 1 1 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a - n/a 999 Job Reference (optional) Royal Truss Company, Doral, FL, Edward Davis 7.350 s May 18 2012 MiTek Industries, Inc. Mon Feb 24 09:05:512014 rage 1 ID:coK8gOQ I rfGUd5itRYc2Grziu IB-Q8gUjLhsHVVKfdhwJpY_lxo4ERZpLygCyObmo4zi_X_ 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14.8 3.00 FIT 4x4 = 3x4 2x4 11 3x4 zzz 4-0-0 8-0-0 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 21 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS '(Ib/size) 1=128/8-0-0 (min. 0-1-8), 3=128/8-0-0 (min. 04-8), 4=278/8-0-0 (min. 0-1-8) Max Uplift1=-133(LC 4), 3=-133(LC4), 4=-221 (LC 4) Max Grav1=174(LC 9), 3=174(LC 9), 4=363(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-292/263 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstands 133 Ib u lift at j o i 133 Ib uplift at joint 3 and 221 Ib uplift at joint 4. 0nt , M Q 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysi a f this trusscoall-Twor ,oarPA LOAD CASE(S) Standard CPA / STRJC.TLR& PE. 71249 Eta 00MV 1710 6111.35Lh TE MAM MM, FLORIDA 3355 TEL- (305) 267-6225 PAX- (3 05) 262-2a4 F0 2 4 2014 This safety alert symbol ;is u�:ed tQ-::attractsyoUr: attention! PERSONAL SAFETII'"S'iNVQ�tfEDi tlilhe n you see this<symSsQl - BEC.QME a�iLERT• MEAD ITS; MESSAGE.. CAUTION: A CAUTION: `jdentfis �s a opO ati[tg' practices or indlcaates:. unsafe'�cortdit"sons that,;ieatald` result in persona: injury or damaIge to.sttuct tes,u.' HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSESe It is the responsibility of the installer (builder build;nq contractor, licensed contractor, erector or erection contractor) to pro odd receive unload, store, handle, install and brace metal pt<ato connected wood trusses to protect life and property, The installer must exercise the same high degr.e of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe projoct Architect's or Enolneer'adesignspecification for handling, installing and bracing wood trusses for a partioular roof orfloo r. These recommendations are based upon the collective experience of leading technical CAUTION: The bu lder, building centra+ I contractor, erector: or erectivrt- ton' J& wised to obtain and read the entiEe t?a mentary and Recornmendatton.� o `I f stalling &.Bracin:l.Metal Plate C onr Trusses,, HIB -91" ll°om the Trus -'lat, _NCR AN .I k s f gnetes a =condi#tan ` wlerefalure#aq#ollctvitanstri,tlon orheed warn trl: wit! tno$tF l kelt' 1iast;rlt lI a,s eriGys personal = w, :lrtjury Qr`death or .damage to.structyres, WA►Ri�IN<ta'. AARN1N describes a cgndttion: ; rhe ., ti l iJI t0'fioi6ayi nstructionorn�aldrea�tt.i�a s >/ere pais nal injury. or" _amage;to .structures;; TRUSS PLATE INSTITUTE 583 D'onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel in the wood truss industry, butmust, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims ary responsibility fordamages arising from the use, application orrefiance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved, This document or any partthereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. �' , ftk QAI TI N Afttemporary braciin sJlo,tald beano less :f\ E than} 2 � racl °msrl�eci lt'inl er Alli -connections shautd i,e:iraade with m!njmum of 2,,1 d Palle All flues sssuine' on=cep#er or les; Ap! multi -ply °_, � � trusses sloa�ld .�o cA.n�nected together tnx accor� NfsY s`:danGe vir!ttl deslgrl drauvings: prior to instatl'atron, TRUSS STORAG CAUTION Truse ahuu(cf nq,: be urrloade�l rough ter�rst� ungve,n'stJ�facea w�lfoi�; `c�r�uld p 9 Gai(sf dat"hge t;thh. truss, :.�.a�+wl+.M�ii`r.+amnetitidtisiai Trusses stored horizontally shouIdbesup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING:'Da not breair balndinr until instslla� , Fr,;Qo,o'st�r btartdies urhtlWcl4ess tion begins or if,b4ndIe tru,;err, ` § king, ;:Ar 111Jtit V � Yr '�y n' * 11 Fl WARNINGDo nonuse damaged trusses,d �fistir�xtre►it+��l�Isn��rA��lagridsttQiaIdgestriot#y'. Frame 1 WARNING: Do:not otttach;cab[es Ghalne,'p{ 1AtIVlG° „4 l QQ nat��falei�l#+#ru$ssW,tsparts. hooks to the Web members A or less INSTALL_ATIQN —i —I Tag Approximately Approximately Tag Line r/2 truss length %z truss length Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as Strongback/ slings, chains, cables, nylon strapping, SpreaderBar 10' Toe In — Toe In etc. of sufficient strength to carry the L---.� weight of the truss. Each truss should be \ set in proper position per the building / designer's framing plan and held with Approximately the lifting device until the ends of the A roximatel '/z to i6 truss fen th truss are securely fastened and tempo- Yi to �/, truss length Less than or equal to 6o' rary bracing is installed. Greater than 60' Tag Line Spreader Bar Toe In Toe In Approximately '/z to ins truss len th Less than or equal to 60' Tag .Line CAUTION,Tempwiii r.bra64 4`61' tru.sse;: W OWN fr1ur4t_"Colscllt braclnq,,arrarlgergertt-. Recommer+ded Qe ;lgn $Rscl+a� ttffo r'en - Ti•crsses,.USt3.8� andln $omec se>:{ et�r .`r mt Tag Line At or above mid -height Strongback/ SpreaderBar Tag Line Greater than 60'' GROUND BRACING:BUILDING.INTERIOR,' GROUND BRACING:'BUILDING EXTERIOR GB p Top Chord Typical vertical. End Wal—t�Tde LB, attachment Plan ���,'`' i' • i� �%%%?-��,/� , 'Blocking Ground brace _ Groun ✓/ i/� erlical (GBy) `To Chord �+BV d Brace ('p - - _ I�'. verticals (GBV) Ground brae. Frame 2 k r eV of tru"" Qxf,� 419; Rd 100up te0) o l Sf4 (ST) ntel tie member WO i s (MT) 12 4 or greater Topchords that are laterally traced can buckle togetherand causecollapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underOide of the top chord when purlins are attached to the topside of the top chord DF - Douglas Fir -Larch SP - Southern Pine HF- Hem -Fir SPF - Spruce -Pine -Fir Frame 3 YRR' CG`BRACE Uver32'-48' 41126' — 10 7 Over 48' - 60' g 5'over 60'a registered professional engineer w- - wvuy-as rw-Laren SP - southern Pine HF - Hem -Fir SPF - Spruce-Pine-Fi .All lateral braces Continuous Top Chord Lateral Brace lapped at least 2 Required trusses. �— Ur or Greater Attachment Required PITCHED _TRUSS AA W �{ F i A do that are laterally braced can buckle j and cause collapse if there is no diago- ng. Diagonal bracing should be nailed _ derside of the top chord when purlins hed to the topside of the top chord '.SCISSORS TRUSS —� 12 j 4 or greater Bottom chord diagonal gracing repeated at each end of the building and at same spacing as top chord diagonal bracing. HF BOTTOM CHORD BOTTOM CHORD piAGONAI BRACE MINIMUM LATERAL BRACE SPACING (DBS) SPAN PITCH S ( PACING LB " ., [# trusses] Up to 32' 4112 15' 32'-48' 4/12 15' M201Over Over 48' - 60' 4/12 15' Over 60' See aregistered rofession MM cn ar - tioutnern Pine SPF - Spruce -Pine -Fl All lateral graces lapped at least 2 trusses. f WAR.Ni � Fa;iIuretq� sayere{J orjaktrr ►,��1c ar g t sse;;;�, #�4�1i § �� � � 3 ; WEB MEMBER PLANE ro r Permanent s continuous . lateral bracing as specified by the truss engineering. Frame 4 SPAN TOP CHORD MINIMUM LATERAL BRACE DEPTH SPACING(LBS) 77 TOP CHORQ DIAGONAL BRACE SPACING (OBS) #trusses .' SPIDIF .. SPF/HF U to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer ur - uouglas rlr-Larcn 51J - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 8 L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. End diagonals are ess 6jjr (� stability and, must be duplicate both ends of the truss system. 4x2 PARALLEL CHORD TRUSS:TOP`CHORD Topchords that are laterally braced can buckle togetherand cause collapse if there isno diago- nalosacing. Diagonal bracing should be nailed tothe underside of the top chord when purlins are:attached to the topside of the top chord. 16 1� Aft to <l7rdt End.diagonals are esee�trilq stability and must be duplicate both ends of the truss system. Frame 5 2_4/2x6 `PARALLEL' "CHORD TRUSS IS Tr 3p'(Oesi usses O.C. Continuous Top Chord �\ Lateral Brace Required 10" or Greater Attachment / Required -- Trusses musthave lum- ber oriented in the hori- zontal direction to use this grace spacing. Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- net bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS 12 \—� 3 or 8 greater s! \ a. rZo e � `:. All lateral, braces lapped ati least 2 trusses, Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required WAIRNINC; ,��j}�{} io U 1 _ � ._ � T i �kA.' �'+�1. -'�'+ C^ i� eA/e� F7elS011 l�=iTQBfllgPi*t_ , - .�.�.. Xs W1,s •„ _�:N� PLUMB I 1 Truss Depth D(in) 1 INSTALLATIORTOLERANCES 'I BOW Length D(in) D/50' TOP CHORD 12" 1/4" 1' TOP CHORD DIAGONAL BRACE 2' 36" 3/4" MINIMUM LATERAL BRACE SPACING, 1" 4' SPAN PITCH SPACING(LBS) [# trusses] 72" 1-1/2" 6' 84" _SPIDF71 SPF HF::. 7' 96" Up to 24' 3/12 8' 17 12 2" 9' Over 24' • 42' 3/12 1 7' 10 6 Over 42'- 54' 3/12 1 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine c HF - Hem -Fir SPF - Spruce -Pine -Fir ry°' Diagonal brace also required on end verticals. \ Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- net bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS 12 \—� 3 or 8 greater s! \ a. rZo e � `:. All lateral, braces lapped ati least 2 trusses, Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required WAIRNINC; ,��j}�{} io U 1 _ � ._ � T i �kA.' �'+�1. -'�'+ C^ i� eA/e� F7elS011 l�=iTQBfllgPi*t_ , - .�.�.. Xs W1,s •„ _�:N� PLUMB I 1 Truss Depth D(in) 1 INSTALLATIORTOLERANCES 'I BOW Length D(in) D/50' D(ft) 12" 1/4" 1' 24" 1 2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' L(m) Lesser of ±'I," 1_1200 or 2" Frame 6 L(in) i Lesser of 14" 4.2' D/50 or 2" 1 2" 8.31 150" Maximum 12.5' Plumb Misplacement tine OUT -OF -PLUMB INSTALLATION TOLERANCES. Frame 6 L(in) L(in) Lesser of L/200 or 2" L(in) 0200 L(ft) 50" 14" 4.2' 100" 1 2" 8.31 150" 3/4" 12.5' L(in) Lesser of L/200 or 2" L(in) 0200 L(ft) 200" 11" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Piniero Residence Builder Name: Street: 51 NE 99th St Permit Office: City of Miami Shores City, State, Zip: Miami Shores, FL , 33127- Permit Number: Owner: Mr Piniero Jurisdiction: 232600 Design Location: FL, Miami 1. New construction or existing Addition 9. Wall Types (1530.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.2 1530.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms (Bedrms In Addition) 2(0) d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1510.0 sqft.) Insulation Area a. Under Attic (Vented) R=19.0 1510.00 ft2 6. Conditioned floor area above grade (ft2) 1510 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(180.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 1st Floor 6 50 a. U -Factor. Dbl, U=0:87 180.00 ft2 SHGC: SHGC=0.50 b. U -Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 46.0 SEER:17.30 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Strip Heat 24.6 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 0.000 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems - a. Electric Tankless Cap: 1 gallons 8. Floor Types (1510.0 sqft.) Insulation Area EF: 0.980 a. Crawlspace R=19.0 1510.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.119 Total Proposed Modified Loads: 33.90 PASS Total Standard Reference Loads: 48.72 hereby certify that the plans and specifications covered by Review of the plans and 0t's"BE S ,1 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance PREPARED BY: DATE: Q with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 tr[r yt hereby certify that this building, as designed, is in compliance Florida Statutes.(, with the Florida Energy Code. CPA .qg OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factorysealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference in accordance with 403.2.2.1. is not greater than (45 cfm:Duct#1) 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 12/10/2013 5:31 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/Existing: Comment: Piniero Residence User Mr Piniero 1 City of Miami Shores 232600 Single-family Addition Bedrooms: 2 Conditioned Area: 1510 Total Stones: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 51 NE 99th St Miami -Dade Miami Shores, FL, 33127- 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 FL MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Block1 1510 13590 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1510 13590 Yes 3 2 1 Yes Yes Yes FLOORS # Floor Type Space Exposed PeriWall Ins. R -Value Area Floor Joist R -Value Tile Wood Carpet 1 Crawlspace 1st Floor 170 ft 0 1510 ft2 19 0 0 1 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor, SA Emitt Tested Emitt Deck Tested Insul. Pitch (deg) 1 Hip Barrel tile 1591 ft2 0 ft2 Medium 0.96 No 0.9 No 0 18.4 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1510 ft2 Y N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 19 1510 ft2 0.11 Wood 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Omt To %Alai' Space Cavity Width Height Sheathing Framing Solar TypR--Val-le Ft In Et In Area R--Val--e Fraction Ahsnr Below r-rade% 1 _ 2 _ 3 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.2 51 9 459.0 ft2 W Exterior Concrete Block - Int Insul 1st Floor 4.2 51 9 459.0 ft2 N Exterior Concrete Block - Int Insul 1st Floor 4.2 34 9 306.0 ft2 S Exterior Concrete Block - Int Insul 1 st Floor 4.2 34 9 306.0 ft2 0 0.75 0 0.75 0 0.75 0 0.75 0 0 0 0 DOORS # Omt Door Type Space Storms U-Value Width Ft In Height Ft In Area 1 E Wood 1st Floor None 0.2 0.1 0.1 0.010000 WINDOWS Orientation shown is the entered, Proposed orientation. Wall # Omt ID Frame Overhang Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 2 Metal 2 N 3 Metal 3 E 1 Metal 4 S 4 Metal Double (Tinted) Yes 0.87 0.5 32.0 ft2 0 ft 0 in 0 ft 0 in Double (Tinted) Yes 0.87 0.5 32.0 ft2 0 ft 0 in 0 ft 0 in Double (Tinted) Yes 0.87 0.5 64.0 ft2 0 ft 0 in 0 ft 0 in Double (Tinted) Yes 0.87 0.5 52.0 ft2 0 ft 0 in 0 ft 0 in Drapes/blinds Drapes/blinds Drapes/blinds Drapestblinds None None None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 1980.37 108.720 204.464 0.34500 8.74338 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts pnvaliElectric Strip Heat None COP: 1 24.6 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts (InvaliCentral Unit Split SEER: 17.3 46 kBtu/hr 1380 cfm 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless 1st Floor 0.98 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Cert # Company Name System Model # Collector Model # Area Storage Volume FEF None None ft2 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 DUCTS / ---- Supply --- --- Return---- Air CFM25 HVAC # �/ # Location R -Value Area Location Area Leakage Type Handler CiF9125 OUT QN RLF Heat Cool onvali Attic 6 50 ftz Attic 90 ft2 Prop. Leak Free 1st Floor (invalid) cf 45.3 cfm 0.03 0.60 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Feb Mar Apr ay Jun Ju Aug Nov Dec �X �X �X �X ayy �X Jul �X �X �X �X €X Nov Dec N Venting Jan [X Feb Mar Apr MaJa Jun Jul AuJun g Sep Oct Nov Dec 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 0 1 - Electric Strip Heat 0% 1 - Central Unit 12/10/2013 5:31 PM EnergyGauge® 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 Buildinq Performance Method ADDRESS: 51 NE 99th St PERMIT #: Miami Shores, FL, 33127 - 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 controls and 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 AL 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 Awl 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. viol 12/10/2013 5:31 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 70 The lower the EnergyPerformance Index, the more efficient the home. 51 NE 99th St, Miami Shores, FL, 33127- 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple familySingle family a. Concrete Block - Int Insul, Exterior R=4.2 1530.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 2(0) d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=19.0 1510.00 ft2 6. Conditioned floor area (ft2) 1510 b. N/A R= ft2 7. Windows— Description Area c. N/A R= 2 a. U -Factor: Dbl, U=0.87 180.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 1st Floor R ft2 6 50 SHGC: SHGC=0.50 b. U -Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U -Factor: N/A ft2 a. Central Unit 46.0 SEER:17.30 SHGC: d. U -Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 24.6 COP:1.00 Area Weighted Average Overhang Depth: 0.000 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems - Cap: 1 gallons a. Crawlspace R=19.0 1510.00 ft2 a. Electric EF: 0.98 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat 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: *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 Miami shores Village Building Department 10450 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by J4,PM J 1PJU& J PQ to perform special inspector services under the Florida Building Code at the fil NB !MSr N&W eS project on the below fisted structures as of 1Z.11612013 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: _PZ_C «d. Z3 ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6,1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17,2.4.2 (R4409.6.17.2.4.2) X, SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404A.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Mote. Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or Licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. 1, (we) MR notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The village building inspections must be called for on all mandatory inspections, Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department Further, upon completion of the work under each Budding Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional Judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed En es. Name UAFAAEL V • DPQ-SM—PA, omm Sam Address lao aesced Dr. Hivamar, F1- 33oz5 DATE: Phone No. 305) q 6 2. -7.4'f,; Created on 6/1012009 r COPY ADDITION AND REMODELING TO EXISTING SINGLE RESIDENCE 51 NE 99th STREET, MIAMI SHORES ,FL RAFAEL E. DROZ-SEDA P.E. CIVIL ENGINEER LICENSE N0. 39228 9130 CRESCENT DRIVE MIRAMAR, FL. 33025 PH: (305) 962-7452 FAX: (954) 430-7385 STRUCTURAL CALCULATIONS Project: MIAMI SHORES Table of Content Description Page Input Data 2 Wind Pressure for Components and Claddings 10 Structural Design Loads 20 Joist Design 21 Wood Ledger Design 26 Truss and Rafters Design 28 Masonry Walls 30 Openings Design 34 Footings 37 Project Name: NEW ADDITION Location: 51 NE 99 ST MIAMI SHORES By: IMP Start Date: 9/2/2013 Comments: NEW ADDITION September z, 2013 ASCE7-10 -Local Information And Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. WLS4 -- [9.8j Copyright Q 2020 SDG, Inc. Page 1 of 1 NEW ADDITION September 2, 2013 ASCE7-10 Section - Main Section - . Enclosure Classification: Enclosed Wall $ Length(ft) I Overhang (ft) 1 1 23.5 1.0 2 1 27.66 1.0 3 23.5 E 0.0 4 27.66 1.0 Eave Height: 10.5 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(: 12) A&B 4.0 G A _6 6 wi Wa W3 WLS4 [9.81 Copyright 0 2020 SDG, Inc. Page 2 of 16 _6 W4 Ws w2 WLS4 [9.81 Copyright 0 2020 SDG, Inc. Page 2 of 16 NEW ADDITION September 2, 2013 ASCE7-10 Section - 1 Enclosure Classification: Enclosed Connected to: Main Section Connected to wall: W3 Position on W3: 0 ft Wz Wall !Length(ft) overhang(ft) s 1 46.33 1.0 2 16.25 1.0 W, : A : g W 3 46.33 1.0 4 16.25 1.0 wa Eave Height: 10.5 ft Parapet Height: 0 ft A 8 H Parapet Enclosure: Solid W1 W4 Ws W4� W3 w2 Roof Shape: Gabled I Roof Slope(:12) /�11) WLS4 -- [1.8] Copyright 0 2020 SDG, Inc. Page 3 of 16 NEW ADDITION Section - 2 Enclosure Classification: Enclosed Connected to: Main Section Connected to wall: W2 Position on W2: 0 ft Wall Length(ft) 1 19.66 2 18.0 3 19.66 4 18.0 Overhang(ft) 0.0 0.0 0.0 I 0.0 Eave Height: 10.5 ft Parapet Height: 1 ft Parapet Enclosure: Solid Roof Shape: Flat WLS4 — [1.8] Copyright 0 2020 SDG, Inc. W1 W4 W3 September 2, 2013 ASCE7'-10 W4 W3 W2 /it Page 4 of 16 W2 Wi. W3 W1 W4 W3 September 2, 2013 ASCE7'-10 W4 W3 W2 /it Page 4 of 16 NEW ADDITION September 2, 2013 ASCE?-10 -Section - 3 . . Enclosure Classification: Enclosed Connected to: I Connected to wall: W4 Position on W4: 2.5 ft Wall Length (ft) I Overhang (ft) W2 1 4.16 1.0 W1 A B W3 2 13.75 0.0 W4 3 4.16 1.0 4 13.75 1 1.0 Eave Height: 10.5 ft Parapet Height: 0 ft Parapet Enclosure: Solid W1 W4 "W3 Roof Shape: Gabled Roof Slope( 12) A&B 4.0 - ------ WLS4 — [1.81 Copyright 0 2020 SDG, Inc. B W4 W3 C� Page 5 of 16 NEW ADDITION September 2, 2013 ASCE?-10 Composite Drawing WLS4 — [1.8] Copyright 0 2020 SDG, Inc. <3 Page 6 of 16 NEW ADDITION September 2, 2013 ASCE?-10 Components and Cladding Input Component Description lWall/Roof I Surface Label I Zone l Span(ft) I Width(ft) Trusses Roof A (All) 16.3 0.0 88.0 Rafters Roof A (All) 18.0 0-0 108.0 Wall wall 1 (All) 82 0.0 22,2 WLS4-11.81 Copyright 0 2020 SDG, Inc. Page 7 of I NEW ADDITION September 2, 2013 ASCE7-10 Components and Cladding Output Component Description Surface Zone I z(ft) I q(psf) JGCp I GCpi I ExtPreT(psqNet wl +GCpi (psfl Net w/ -GCpi (psi Trusses A 1 12,8 56.6 0.31 0.18 17.5 7-4 27.7 12.8 56.6 -0.81 -45.8 -56.0 -35.7 12,8 56.6 OM 0 0.0 2 12,8 56.6 0.31 018 17-5 7,4 27.7 12,8 56.6 -1.23 -69.6 -79.8 -59.4 12.8 56.6 -2.20 0 -124.5 3 12.8 56.6 0,31 0.18 17,5 7.4 27.7 12.8 56.6 -2.03 -114.9 -125.1 -104.7 12.8 56.6 -2.57 0 -145.5 Rafters A 1 12.8 56.6 0.30 0.18 17.0 6-8 27.2 12.8 56.6 480 -45.3 -55.5 -351 12.8 56-6 0.00 0 0.0 2 12,8 56.6 0.30 018 17.0 6.8 27,2 12,8 56.6 -1.20 -67.9 -78.1 -57.7 12,8 56.6 -220 0 -124.5 3 12.8 56.6 030 0-18 17.0 6.8 27,2 12.8 56.6 -2.00 -113.2 -123.4 -103.0 12.8 56.6 -2.50 0 -141.5 Wall 1 4 12,8 56.6 0.94 0.18 512 43.0 63.4 12.8 56.6 -1.04 -58.9 -691 -48.7 5 12.8 56.6 0.94 53.2 43.0 63.4 12.8 56.6 -118 -72.4 -82B -62.3 WLS4 - [1.81 Copyright 0 2020 SDG, Inc. Page 8 of 16 NEW ADDITION September 2, 2013 ASCE7-10 MWFRS Net Pressures . This data was calculated using the building of all heights method. Wind Direction 1 # , WUi6Ce-- ]z Cp 1 Windward Wall 0.0 0.89 0.80 0.18 10.5 56.6 Overhang Top 12.8 40.3 56.6 12.8 0.11 0 Overhang Bot 10.5 2 Side Wall 12.8 3 Windward Wall 0.0 40.3 56.6 10.5 -0.70 018 Parapet 11.5 4 Side Wall 12.8 5 Leeward Wall 12.8 403 Parapet 11,5 6 Windward Wall 0.0 0.89 -030 0.18 10.5 56,6 Overhang Top 12.8 -25.2 56,6 12.8 -1.000 Overhang Bot 10.5 7 Side Wall 12.8 8 Leeward Wall 12.8 9 Leeward Wall 12.8 10 Side Wall 12.8 11 Windward Wall 0.0 56.6 10.5 40.3 Overhang Top 12.8 470 0.18 -35.3 12.8 q (psfl G Cp GCpi Ext Pres 56.6 0.89 0.80 0.18 40.3 56.6 OM 40.3 56.6 0.11 0 5.5 56.6 -0.38 -19.1 56.6 0.80 40.3 56.6 0.89 -0.70 018 -35.3 56.6 OM 0.80 0.18 40.3 56.6 0.80 403 56.6 1.50 0 84.9 56.6 0.89 -030 0.18 -35.3 56,6 0.89 -0.500-18 -25.2 56,6 -1.000 -56.6 56,6 OM OM 0.18 40.3 56.6 OM 40,3 56.6 0.11 0 5.5 56,6 -0-38 -191 56.6 0.80 40.3 56.6 0.89 470 0.18 -35.3 56.6 0.89 -0.50 0A8 -252 56.6 0.89 450 018 -25.2 56.6 0.89 -0,70 0.18 -35.3 56.6 0.89 0.80 018 40.3 56.6 0.80 40.3 56.6 0.11 0 5.5 56.6 -0.38 -19-1 WLS4 - [1.8] Copyright 0 2020 SDG, Inc. Net w/ +GCpi 30.1 30.1 -45.4 30.1 30.1 -45.4 -35A 301 30.1 -45.4 -35.4 -35A -45.4 30,1 30.1 Net w/ 50.5 50.5 -25.1 %5 %5 -25A -15.0 50.5 50.5 -25.1 -15.4 -15.0 -25A 50.5 50.5 ----b (PS I Page 9 of 16 (A) 10 V NEW ADDITION September 2, 2013 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction I # I Surface Iz (ft) Iq (pso IG I Cp I GCpi I Ext Pres (p-s--letw/ +GCpi (ps Net wl -GCpi (psf) 11 Overhang Bot 10.5 56-6 0.89 OM 0 40.3 12 Side Wall 12.8 56.6 -010 0.18 -35.3 -45A -25A 13 Side Wall 118 56.6 0.89 -030 0,18 -35.3 -45.4 -25.1 A Windward Roof 12.8 56.6 0.89 -0.030.18 -1.5 -111 8.7 12.8 56.6 -0.47 -233 -319 -13.5 B Leeward Roof 12.8 56.6 0.89 -0.57 018 -287 -38.9 -18.5 C Roof 0 to 6.4 56.6 0.89 -1,05 0.18 -52.9 -63A -42.7 6.4 to 12.8 56.6 -0.82 -41.3 -51.5 -31.1 12.8 to 18.0 56.6 -0.58 -29.2 -39.4 -19.0 0 to 18.0 56.6 -0.18 -9A -19.3 1.1 D Windward Roof 12.8 56.6 0.89 -0.130.18 -6.5 -163 16 12.8 56,6 -0.67 -33.8 -43.9 -23.6 E Leeward Roof 12.8 56-6 0.89 -0.59 0.18 -29.7 -39.9 -19.5 F Windward Roof 12.8 56.6 0,89 -0.160.18 -8.1 -18.2 2.1 12.8 566 -015 -37.8 -48.0 -27.6 G Leeward Roof 12.8 56.6 0.89 -OM 0,18 -30.2 -40.4 -20.0 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. WLS4 -- [1.81 Copyright 0 2020 SDG, Inc. Page 10 of 16 [ NEW ADDITION September 2, 2013 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface f ` (ft) 1 Side Wall 12.8 2 Windward Wall 0.0 11.5 15.1 Overhang Top 12.8 Overhang Bot 12.8 3 Side Wall 12.8 4 Windward Wall 0.0 q (psf) I G 10.5 j Parapet 11.5 5 Side Wall 12.8 6 Side Wall 12.8 7 Windward Wali 0.0 0:80 40.4 13.2 Overhang Top 12.8 I Overhang Bot 12.8 40.3 Side Wall 12.8 8 -35.3 56.6 9 Side Wall 12.8 10 Leeward Wall 12.8 11 Side Wall 12.8 12 Leeward Wall 12.8 13 Leeward Wall 12.8 ASB Roof 0 to 6.4 q (psf) I G jCp, IGCpilExtPres 56.6 0.89 -0.70 0.18 -35.3 56.6 0.80 40.3 56.7 0:80 40.4 56.6 -0.900 -45.3 56.6 0:80 40.3 56.6 0.89 -0.70 0.18 -35.3 56.6 0.89 0.80 0.18 40.3 56.6 0.80 40.3 56.6 1.50 0 84.9 56.6 0.89 -0.70 0.18 -35.3 56.6 0.89 -0.70 0.18 -35.3 56.6 0.89 0.80 0.18 40.3 56.6 0.80 40.3 56.6 -0.900 -45.3 56.6 0.80 40.3 56.6 0.89 -0.70 0.18 -35.3 56.6 0.89 -0-700.18 -35.3 56.6 0.89 -0.470,18 -23.7 56.6 0.89 -0.70 0.18 -35.3 56.6 0.89 -0.470.18 -23.7 56.6 0.89 -0.47 0.18 -23.7 56.6 0.89 -0.93 0.18 -46.8 WLS4 - [1.8] Copyright 0 2020 SDG, Inc. Net wl -45.4 30.1 30.2 -45.4 30.1 30.1 -45.4 -45.4 30A 30.1 -45.4 -45.4 -33.9 -45.4 -33.9 -33.9 -57.0 Net w/ -25.1 50.5 50.6 -25.1 50.5 50.5 -25.1 -25.1 50.5 50.5 -25.1 -25.1 -13.5 -25.1 -'13.5 -13.5 -36.7 i Page 11 of 16' NEW ADDITION September 2, 2013 ASCE?-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # I Surface Iz (ft) I q (psf) LG JC -p 16C -pi JExt Pres (psol Net wl +GC -pi {psi} Net w/ -GCpi (psf 6.4 to 12.8"' 56.6 -0.88 -44.3 -54.5 -34.1 12.8 to 23.5 56.6 -0.52 -26.2 -36.4 -16.0 0 to 23.5 56.6 -0.18 -9.1 -19.3 1.1 C Roof 0 to 6A * 56.6 0.89 -1,02 018 -51 A -61.6 -412 6.4 to 12.8 56.6 -0.84 -42.3 -52.5 -32.1 12.8 to 19,7 56,6 -0.56 -28.2 -38.4 -18.0 0 to 19.7 56.6 -0,18 -9.1 -19:3 11 ME Roof 0 to 6.4 * 56.6 0.89 -0.900.18 -45.3 -55.5 -35.1 6.4 to 12.8 56.6 -0.90 -45.3 -55,5 -35:1 12,8 to 25.6 56,6 -0.50 -25,2 35.4 -15.0 25.6 to 46.3 56.6 -0.30 -151 -25.3 A.9 0 to 46.3 56.6 -0.18 -9.1 -19.3 1.1 F&G Roof 0 to 4.2 * 56.6 0.89 -1.30 0A8 -65.5 -75,7 -65,3 0 to 4.2 * 56.6 -0,18 -9.1 -19.3 1.1 This is load case I in ASCE 7-05 Figure 27.4-8. See Figure 27.48 for other cases, * Distance from windward edge. WLS4 -- [1.8] Copyright 0 2020 SDG, Inc, Page 12 of 16 NEW ADDITION September 2, 2013 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # I Surface I z (ft) Iq (psf) IG JCpIGCpil Ext Pres (p-s-QTNet w/+GCpi (p=s�Netwi-GCpi (psq 1 Leeward Wall 12.8 56.6 0.89 -0.50 0.18 -25.2 -35.4 -15.0 2 Side Wall 12.8 56.6 -0.70 -35.3 -45.4 -25.1 3 Leeward Wall 12.8 56.6 0.89 -0.50 0A8 -252 -15.0 Parapet 11.5 56.6 -IM 0 -56.6 4 Side Wall 12.8 56.6 0.89 -0.700.18 -353 -45.4 -25.1 5 Windward Wali 0.0 56.6 0.89 0.80 018 40.3 30.1 50.5 10,5 56.6 OM 40.3 30,1 50.5 Parapet 11.5 56.6 1.50 0 84.9 6 Leeward Wall 12.8 56.6 0.89 450 0.18 -25.2 -35.4 -15.0 7 Side Wall I2.8 56.6 OM -0,700.18 -35.3 -45.4 -25.1 8 Windward Wall 0.0 56.6 0,89 OM 0.18 40-3 30.1 50.5 10.5 56.6 0.80 40.3 30.1 50.5 Overhang Top 12.8 56.6 0.11 0 5.5 12.8 56,6 438 -191 Overhang Bot 10.5 56.6 0.80 40.3 9 Windward Wall 0.0 56.6 0.89 0,80 0.18 40-3 30.1 50.5 10.5 56.6 OM 40.3 30.1 50.5 Overhang Top 12.8 56.6 0.11 0 5.5 12.8 56.6 -0.38 -19.1 Overhang Bot 10.5 56.6 0,80 40,3 10 Side Wall 12.8 56,6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 11 Leeward Wall 12.8 56.6 0.89 -0.500.18 -25.2 -35.4 -15.0 12 Side Wall 12.8 56.6 0,89 -0.70 OAS -35.3 -45.4 -25,1 WLS4 - [1.81 Copyright 0 2020 SDG, Inc. Page 13 of 16 NEW ADDITION September 2, 2013 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # ISurface z (ft) q (psf) IG, jCp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net wt -GCpi (psf) 13 Side Watt 12,8 56.6 0,89 -0.70 0.18 -35.3 -45.4 -25.1 A Leeward Roof 12.8 56.6 -0-57 -28,7 -38.9 -18,5 B Windward Roof 12.8 56,6 0.89 -0.030,18 -1.5 -11.7 8,7 12.8 56.6 -0.47 -23.7 -33.9 -13.5 C Roof 0 to 6.4 * 56,6 01.89 -1.05 0.18 -52.9 -63.1 -42.7 6.4 to 12.8 ' 56.6 -0.82 -41.3 -51.5 -31,1 12,8 to 18.0 * 56.6 -0.58 -292 -39.4 -19.0 0 to 18.0 * 56.6 -0.18 -9,1 -19.3 1.1 0 Leeward Roof 12.8 56.6 0.89 -0,59 0.18 -29.7 -39.9 -19.5 E Windward Roof 12.8 56.6 0.89 -0.130,18 -6.5 -16.7 3.6 128 56.6 -0.67 -33,8 -43.9 -23.6 F Leeward Roof 12.8 56.6 0.89 -0.600.18 -30.2 -40.4 -20,0 G Windward Roof 12.8 56.6 0,89 -0.16 0.18 -8.1 -18,2 2.1 12.8 56.6 -0.75 -37.8 -48.0 -27.6 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. WLS4 -- [1.81 Copyright 0 2020 SDG, Inc. Page 14 of 16 NEW ADDITION September 2, 2013 C Y") ASCE?-10 -MWFRS Net Pressures . This data was calculated using the building of all heights method. WLS4 - [1.81 Copyright 0 2020 STDG, Inc. Page 15bf 16 Wind Direction 4 # I Surface Jz (ft) q (psf) I G jCp GCpi Ext Pres (psf) Net wt+GCpi (psf Net w/ -GCpi 1 Side Wall 12.8 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 2 Leeward Wall 12.8 56.6 -0.47 -23.7 -33.9 -13.5 3 Side Wall 12.8 56.6 0.89 -0:70 0.18 -35.3 -45.4 -25.1 4 Leeward Wall 12.8 56.6 0.89 -0.47 0.18 -23.7 -33.9 -13.5 Parapet 11.5 56.6 -1.000 -56.6 5 Side Wall 12.8 56.6 0.89 -0.700.18 -35.3 -45.4 -25.1 6 Side Wall 12.8 56.6 0.89 -0.700,18 -35.3 -45.4 -25.1 7 Leeward Wall 12.8 56.6 0.89 -0-470.18 -23.7 -33.9 -13.5 8 Side Wall 12.8 56.6 0.89 -0.700.18 -35.3 -45.4 -25.1 9 Side Wali 12.8 56.6 0.89 -0,700.18 -35.3 -45.4 -25.1 10 Windward Wall 0.0 56.6 0.89 0.80 0.18 40.3 30.1 50.5 12.8 56.6 0.80 40.3 30.1 50.5 Overhang Tap 12.8 56.6 -0-900 -45.3 Overhang Bat 12.8 56.6 0.80 40.3 11 Side Wall 12.8 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 12 Windward Wall 0.0 56.6 0.89 0.80 0.18 40.3 30.1 50.5 13.2 56.6 0.80 40.3 30.1 50.5 Overhang Top 12.8 56.6 -0.90 0 -45.3 Overhang Bot 12.8 56.6 0.80 40.3 13 Windward Wall 0.0 56.6 0.89 0.80 0.18 40.3 30.1 50.5 15.1 56.7 0.80 40.4 30.2 50.6 Overhang Top 12.8 56.6 -0.900 -45.3 Overhang Bot 12.8 56.6 0.80 40.3 WLS4 - [1.81 Copyright 0 2020 STDG, Inc. Page 15bf 16 NEW ADDITION September 2, 2013 C6) ASCE7-10 MWFRS Net Pressures . This data was calculated using the building of all heights method. Wind Direction 4 # Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w1 +GCpi (psf) Net wl -GCpi (psf) A&8 Roof 0 to 6.4 * 56.6 0.89 -0.93 0.18 -46.8 -57.0 -367 6.4 to 12.8 * 56.6 -0-88 -44.3 -54.5 -34.1 12.8 to 23.5 " 56.6 -0.52 -26.2 -36.4 -16.0 0 to 23.5 " 56.6 -0.18 -9.1 -19.3 1.1 C Roof 0 to 6.4 * 56.6 0.89 -1.02 0.18 -51.4 -01.6 -41.2 6.4 to 12.8 * 56.6 -0.84 42.3 -52.5 -32.1 12.8 to 19.7 * 56.6 -0.56 -28.2 -38.4 -18.0 0 to 19.7 * 56.6 -0.18 -9.1 -49.3 1.1 D&E Roof 0 to 6.4 * 56.6 0.89 490 0.18 45.3 -55.5 -35.1 6.4 to 12.8 * 56.6 -0.90 -45.3 -55.5 -35.1 12.8 to 25.6 * 56.6 450 -25.2 -35.4 -15.0 25.6 to 46.3 * 56.6 -0,30 -15.1 -25.3 -4.9 0 to 46.3 * 56.6 -0.18 -9.1 -19.3 1.1 F&G Roof 0 to 4.2 * 56.6 0,89 -1.30 0.18 -65.5 -75.7 -55.3 0 to 42 * 56.6 -0.18 -9.1 -19.3 1.1 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.48 for other cases. * Distance from windward edge. WLS4 -- [1.8) Copyright 0 2020 SDG, Inc. Page 16 il WIND PRESSURE ON COMPONENTS AND CLADDINGS Project : MIAMI SHOR S BASED ON ASCE 7-10, FOR BLDGS W/ MEAN ROOF HEIGHT S 6Q FT Task: Wind Pressure Calcs on Equipment Faces Effective %Cladd. Area in ft' Zone 5 (GCp,) [+] Zone 4 GC and 5 Zone 4 Zone 5 Ultimate Pressure p [+l P [-I sf sf Service Pressure p [+] P ['I sf sf WINDOW 48X50 518 Ultimate Wind Speed, V = 175 mph Exposure: C Zg = 900.0 ft 9 50.00 1;00 -1.10 -1.40 66.8 -80.9 40.1 Conditions and parameters WINDOW 37X38 318 Ht., h = 10.50 ft a= 9.5 3.08 3.16 9 0,001 1.00 -1.10 -1,401 Roof Areas -72.41 Walls Kd = 0.85 Kt = 1.00 1,00 Zane < < • < 65.0 -86.8 38.0 KZ = Kh = 0.85 WINDOW 40 X 76 flag -+ 0.00 1.00 0.00 10 Min. building width: B = 60.00 ft Roof pitch x/12, x = 4.00 in. -48.2 Zone 1: 0.00 -0.90 0.00 1.00 Min. of 0.1.13 vs 0.4 h = 4.20 ft G = 18.43° 0% red. 39.0 wall 4 5 0.00 480 0.00 0.70 Max. of 0.04.13 or 3 ft = 3.00 ft Roof parapet height, hp = 2.00 ft .67.2 zone -40.3 - 1 1.00 7.00 8.001 Then Zone 5 width a = 4.20 ft -- 69.3 wall 4 0.00 -1.20 0.00 480 Enclosure Condition : 3 (GCp,) (+J = 0,18 Zone 3: 0.00 -2.60 0.00 -1.40 Overhang: 0.66 ft (GCp;) [- l = -0.18 (wall 5) 0.00 -2.00 0.00 -0.80 Overhang (GCp;) = 0.00 Zone 1,2,3 0.3Q 0.50 0.90 100 Pos.Press. 0.20 0.30 0.80 550 Are press. on zone 4-5 for windows? Y Max. Cladding Area: 9 SF Max. Wall Area: Calculation of wind pressure for Ultimate Wind Velocity: Basic Veloc. Pressure: qx = 0.00266.K,-K,-Kd-V2 qh = 56.57 psf p = Pule = qh-[(GCP) - (GCPJJ Calculation of wind pressure for Service Wind Velocity: Factor to affect Ultimate Pressure, S = 0.60 (From 'Input' sheet) p,sry = S - Putt Note: Kd is used in conjunction with ASCE load combinations. See sheet'Load' COMPONENTS AND CLADDING$ ON BUILDING SIDES 11 Markft Edge Distance Effective Cladding Width Height fit ft Effective %Cladd. Area in ft' Zone 5 (GCp,) [+] Zone 4 GC and 5 Zone 4 Zone 5 Ultimate Pressure p [+l P [-I sf sf Service Pressure p [+] P ['I sf sf WINDOW 48X50 518 0.00 4.00 4.16 9 50.00 1;00 -1.10 -1.40 66.8 -80.9 40.1 -48.6 WINDOW 37X38 318 4.20 3.08 3.16 9 0,001 1.00 -1.10 -1,401 66.8 -72.41 40.1 -43.4 WIN OW 37X59112 1,00 3.08 4.91 15.12 100.00 0.97 -1.07 -1.341 65.0 -86.8 38.0 -51.5 WINDOW 40 X 76 1,50 3.33 6.33 21.08 81.08 0.94 -1.04 -1,291 63.5 -80.3 38.1 -48.2 WINDOW 37X59 112 4.20 3.08 4.91 15.12 0.00 0.97 -1.07 -1.34 65.0 -70.6 39.0 -42.4 FRENCH DOOR 4.20 5;00 6.66 33.30 0:00 0.91 -1.01 -1.22 61.5 .67.2 36.9 -40.3 GARAGE DOOR 1 1.00 7.00 8.001 56.00 45.71 0.87 -0.97 -1,14 69.3 -69.3 36.61-41.6 Notes: {*) Claddings in this program are defined as attachments or elements other than wall and roof framing structures. 1. Plus or minus signs indicate pressure acting toward and away from the surface, respectively. 2. Pressure values given on the last two columns have the influence of Zone 5 alreadX included. Project: MIAMI SHORES Task: Wind Pressure Calcs on Equipment Faces STRUCTURAL. DESIGN LOADS ROOF TRUSS OR RAFTER LOADS DEAD LOAD TrussestRafters 5 psf Mech. ducts & Misc. 5 psf Clg. & lnsul_ 5 psf Roofing 10 psf Factored Load Total DL = 25 psf 1.2 30.0 psf LEVE LOAD 30 pst 1.6 48.0 psf Total: 55 psf 1.42 78.0 psf WIND LOAD As per attached Wind Pressure Calculation, See Sheet `CladLd WIND NET UPLIFT (For 1 -story areas) ASCE 7-10 Applicable Load Combination: Comb. 7: 0.613 + 0.6W D = Dead Load W = Wind Load 0.61= 15 psf Designer's selection of Minimum D.L. for uplift caic.: Use O.6D or 10.0 psf whichever is smaller Roof Zone 1 x 0.6 = -56.0 psf Less minimum DL 10.0 psf Net Uplift = -46.0 psf Roof Zone 2 x 0.6 = -79.8 psf Less minimum DL 10.0 psf Net Uplift = -69.8 psf From MWFRS x 0.6 -65.4 psf Less minimum DL lao psf Net Uplift = -55.4 psf CONCRETE SLAB LOADS - HOUSE WEST EXTENSION DEAD LOAD Rafters 5 psf Mech. ducts & Misc. 5 psf Ceiling 5 psf Tile & mortar 15 psf Factored Load Total DL = 30 psf 1.2 36.0 psf LIVE LOAD 40 past 1.6 64.0 psf a Total: 70 psf 1.43 100.0 psf Project: MIAMI SHORES Task: Wind Pressure Calcs on Equipment Faces 1 -SPAN ROOF JOIST DESIGN MATERIAL W Str. No.: 2 -- Wood Fb = 1200 [psi] DESIGN LOADS Dead Load Slab or deck: 5 [psfl Beams or joists: 5 [psfl S.1. dead load: 10 [psf] Total DL: 20 [psfj Min. DL: 10 [psf] Live Load Dater 2 -Sep -13 Proj. No.: Service live load: 30 [psfl Additional S. I. live load: 0 [psfj Total LL- 30 [psfl Wind Load: (info from cladding pressure calculations) 1st bmljst: Dn.Press: 10.0 [psfl 0.6 Uplift: -46.0 [psfl Int. bmljst: Dn.Press: 10.0 [psfl 0.6 Uplift: -69.8 [psfl JOIST DESIGN Final Design Loads E = 1320000 [psi] Shear Shift Factor from Plvwood for Reactions: 1.00 Selected Size 2 x 12 Nominal width: Nominal depth: Span length, Lj: Overhang Length, OHj: Trib. width 1 st bmfjst: Trib. width Int. bmrst: Calculated values and size verification 2.00 [inch] DL+LL mDL+DP mDL+Up 1 st beamijoist 50.0 20.0 -36.0 s Wind allow. factor: 1.00 0.83 1.25 Interior beam/joist 1 50.01 20.0 -59.8 Ipsf] Wind allow. factor 1 1.00 0.831 1.25 Selected Size 2 x 12 Nominal width: Nominal depth: Span length, Lj: Overhang Length, OHj: Trib. width 1 st bmfjst: Trib. width Int. bmrst: Calculated values and size verification 2.00 [inch] NetWidth b------------- j 1.5 [inch] -- 12.00 [inch] NetD§pth dL llc- ]L 17.33 [ft] _ Section A = _ _ _11.25 16.88 [int] 1.00 [ft] Section I = 177.98 [in4] 1 1.33 [ft] I Section_S = - - - _ _ _31.64 [in3l _ I 1.33 [ft] Redistribution Factor: 1.00 (Note: Pos. Moment does not consider overhang) Unif.L.oad Pos.Mmnt Ne .Mmnt MaxReact Design f R `'d S Downward: 66.5 2496.5 -33.3 644.6 1200.0 24.96 Ok. Uplift: 47.9 -1797.5 23.9 464.1 1500.0 14.38 Ok. Downward: 66.5 2496.5 -33.3 644.6 1200.0 24.96 Ok. Uplift: -79.5 -2985.8 39.8 -771.0 1500.0 23.89 Ok. MIAMI SHORES Title : Job # Dsgnr: Oats: 9 54MV, 2 SEP 13 Description Full Le=h Uniform Loads Scopez page 25.00 #/ft LL 40.00 #iff Description Left Cantilever DL #1ft LL C Right Cantilever DL General information LL Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I'M Section Name 2x12 Center Span 17.00 It . .... Lu 5.66 ft Beam Width 1.540 in Left Cantilever ft ..' - LU 0,00 It Beam Depth 11.250 in Right Cantilever It _ ...Lu 0.00 ft Member Type 1.500in x Depth = 11,25in, Ends are Pin -Pin Southern Pine, No.2 Non -Dense 2 -4 Thic Brn Wt. Added to Loads Max Stress Ratio Fb Base Allow 900:0 psi Load Dur. Factor 1.250 Fv Allow 175.0 psi Maximum Shear* Beam End Fixity Pin -Pin Fe Allow 480.0 psi Repetitive Member Wood Density 32.000pcf E 1,400:O ksi 2.48 k -ft at Full Le=h Uniform Loads Center DL 25.00 #/ft LL 40.00 #iff Left Cantilever DL #1ft LL Nft Right Cantilever DL #/ft LL #/ft ummary Bear" ciesign OK A ,M790*001 V"fflv" I Span= 17.00ft, Beam Width 1.500in x Depth = 11,25in, Ends are Pin -Pin Max Stress Ratio 0.988 - 1 Maximum Moment 2.5 k -ft Maximum Shear* 1,5 0.8 k Allowable 2.5 k -ft Allowable 37 k Max, Positive Moment 2.48 k -ft at 8.500 ft Shear: @ Left 0.58k Max. Negative Moment 0.00 k -ft at 17,000 ft @ Right 0.58k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0,00 k -ft @ Center 0,325in Max_ M allow 2.51 Reactions_ @ Right 0.000 in fb 941.93 psi fV 4&54 psi Left DL 0.24 k Max 0.58k Fb 95156 psi Fv 218.75 psi Right OL 0.24 k Max 0.58 k Deflections Center Span... Dead Load Total L Q0 Left Cantilever... Dead Load Total Load Deflection -0.217 in -0,518 in Deflection 0.000 in 0-000 in .-Location 8.500 ft 8.500 ft -,.Length/Defl 0.0 0.0 ,..LengthIDefl 940.9 393.45 Right Cantilever.. Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.325 in ... Length/Dell U 0.0 @ Left 0.000 in @ Right 0.000 in Stress Galas 0 Bending Analysis Ck 28.609 Le 11,655 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 26.449 Cl 0,848 Max Moment Sxx Redd Allowable fb @ Center 2.48 k -ft 31.25 in3 953.56 psi @ Left Support 0.00 k -ft 0.00 in3 1,125.00 psi @ Right Support 0.00 k -ft 0,00 in3 1,125,00 psi Shear Analysis a Left support C Right Support Design Shear 0.79 k 0.79 k Area Required 3.590 in2 3,590 in2 Fv: Allowable 218.75 psi 218.75 psi Bearing @ Supportsij Max. Left Reaction 0.58 k Bearing Length Req'd 0.812 in Max. Right Reaction 0.58 k Bearing Length Req'd 0.812 in MIAMI SHORES Job Date: �.�;:)4PM. 2SE' 13 rn" Page 2 Description Double Cantilevered Beam Query Values M, V, & D @ Specified Locations Moment Shear Deflection Q Center Span Location = 0.00 ft 0.00 k -ft 0.58 k 0.0000 in @ Right Cant. Location = OZO ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant, Location = 0.00 ft 0.00 k -ft 0,00 k 0.0000 in MIAMI SHORES Description RAFTERS bE'-'S'IGN"2'-'X12 '@l'-6' Title : Dsgnr: Description Scope Job # Date: '__1 5 7 P JVJ 2 SEP 13 Page I General Information Code Ref 1997 Nos, 2003 JBC, 2003 NFPA 5000, Base allowables are user defined WRMAX-AffMM'e"', Im, I QW Load Section Name 2x12 Center Span 14.588 ... . Lu 4.86 ft Beam Width 1,5W in Left Cantilever ft .....Lu 0:00 it Beam Depth 11.250 in Right Cantilever ft . .., Lu 0.00 ft Member Type Southern Pine, No.2 Non -Dense 2 -4 Thic Maximum Moment Sm Wt. Added to Loads Fb Base Allow 900.0 psi Maximum Shear Load Dur. Factor 1,250 Fv Allow 175.0 psi Defection Beam End Fixity Pin -Pin Fc Allow 480.0 psi Repetitive Member Wood Density 32,000pcf E 1,400.0 ksi 0.0 Full Length Uniform Loads @ Left Max. Positive Moment 2.44 k -ft at 7,290 ft Center OL 35.00 Vft LL 53.00 #/ft 0,67 k Left Cantilever DL #tft LL Vft 0.00 k -ft at Right Cantilever DL *tft LL #Ift @ Right Saavo ()esign CIK Deflections Center Span.., Span= 14,5811, Beam Width = I .500in x Depth = 11.25in, Ends are Pin -Pin QW Load Total Load Defection -0.158 in Max Stress Ratio 0.000 in 0.921 : 1 _Location 7.290 it 7.290 ft ...Length/Deft 0.0 0.0 Maximum Moment 1,106,5 2.4 k -ft Maximum Shear 1.5 0.9 k Defection Allowable 0,000 in 2.6 k -ft 0.237 in Allowable 0.0 3.7 k @ Left Max. Positive Moment 2.44 k -ft at 7,290 ft Shear: @ Left 0,67 k Max, Negative Moment 0.00 k -ft at 14,580 ft @ Right 0,67 k Max @ Left Support 0.00 k -ft Sending Analysis Camber: @ Left 0-000in Max @ Right Support 0.00 k -ft 16.875 int @ Center 0,237in Cl 0.892 Max. M allow 2.65 Reactions_ Sxx Rea'd Allowable fts @ Right 0,000in 2-44 k -ft: fb 924.63 psi fv 51,84 psi Left DL 0.28 k Max 0:67 k Fti 1.003.78 psi Fv 218-75 psi Right DL 0-28 k Max 0.67 k Deflections Center Span.., Dead Load Total Load Left Cantilever... QW Load Total Load Defection -0.158 in -0-374 in Deflection 0.000 in 0.000 in _Location 7.290 it 7.290 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,106,5 467,33 Right Cantilever.. Camber ( using 1.5 D.L. Deft ) ... Defection 0,000 in 0,000 in @ Center 0.237 in ..-LengthAW 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Sending Analysis Ck 28.609 Le 10.008 ft sxx 31.641 in3 Area 16.875 int Cf 1.000 Rb 24.509 Cl 0.892 Max Moment Sxx Rea'd Allowable fts Center 2-44 k -ft: 2915 in3 1,003.78 psi @ Left Support 0,00 k -ft 0.00 in3 1,125Z0 psi @ Right Support 0.00 k -ft 0.00 in3 1,125k() psi Shear Analysis @ Left Support @ Right Support Design Shear 0.87 k 0.87 k Area Required 3.999 in2 3.999 in2 Fv: Allowable 21815 psi 218,75 psi Bearing @ Supports Max. Left Reaction 0.67 k Bearing Length Req'd 0.929 in Max. Right Reaction 0,67 k Bearing Length Req'd 0.929 in MIAMI SHORES ...... .. .. Description RAFTERS DESIGf Query Values 2X12 @,.16 tide - Dsgnr: Description - Scope: a. VA Y A M, V, & D @ Specified'Locations Moment Shear • Center Span Location = 0.00 ft 0,00 k -ft OV k • Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k @ Left Cant, Location = 0.00 ft 0.00k -ft 0.00 k N Job # Date: 9.57Pkk 2 SEP 13 0.0000 in 0.0000 in O.00OD in Page 2 MIAMI SHORES Title : J Dsgnr: Date: 110 041'M 2 5EP 13 Description Scope : t Page Description WOOD LEDGER AT FLOOR General Infortnation Code Ref: 2001 NDS, 2003 IBC,2003 NFPA 5000. Base ailowables are ser u er ... i .._ - defined. ' Ledger Width 3.000in Uniform Load... Point Load._ Ledger Depth 12.000 in Dead Load 255.00#11t Dead Load 0.00 lbs Ledger is Bolted to Concrete Live Load 340.00 #/ft Live Load 0.00 ft Bolt Diameter 3/4" Spacing 0.00 It Boat Spacing 12.000in Horizontal Shear 0.00#/ft Offset 0.00 in Load Duration Factors.., Southern Pine, No.1 Non -Dense 2 -4 Thic Live Load 1.250 Fb Allowable 1,150.0 psi Short Term 1,330 Fv Allowable 175.0 psi Ledger Stresses Load Combination : DL + LL DL + ST DL + LL + 8T Maximum Moment 595.00 in-# 255.00 in-# 595.00 in-# Bending Stress 8.26 psi 3,54 psi 8.26 psi Stress Ratio 0.006 0.002 0.005 MaximumShear 371.87 Itis 159.37 'lbs 371.87 lbs. Shear Stress 10.33 psi 4.43 psi 10:33 psi Stress Ratio 0,047 0.019 0.044 Bott Loading Using :Sofither€i Fine .qct'���+�k'iSri'�iRA.��1?'sRgek;3x., '.Ycmh � „3xitt45�.'`d,�"l,.xk"!,.,,;�"'yC",r,tt"�R;d:�.R,{�t.,. '�s�,t`.er ., ..s.,h-...� ., , o .-<, ` •, _..,: ..:. ,. �i:... .. , Stress Summary DL + LL DL + ST DL+LL+ST Max. Vertical Load 595.00 lbs 255.00 lbs 595.00 lbs Allow Vertical Load 31687.50 lbs 3,923.50 lbs 3,923.50 lbs Max. Horizontal Load 0.00 lbs 0.00 lbs 0.00 lbs Allow Horizontal Load 7,687,50 lbs 8,179.50 lbs 8,179,50 lbs Angle of Resultant 90.0 degrees 90.0 degrees 90.0 degrees Diagonal Component 595.00 lbs 255.00 lbs 595.00 lbs Allow Diagonal Force 933.83 itis 979.18 lbs 979.18 lbs Final Stress Ratio 0.637 :1.00 0,260:1.00 0.608-1.00 k iB Ffd1u� f ' 0it:," d -""""tress54 �2X�5R SwFS {{ % Stress Summary DL + LL DL + ST DL+LL+ST i Wood Bending Stress Ratio 0.006: 1.00 0.002 :1.00 0.005 : 1.00 Wood Shear Stress Ratio 0.047 : 1.00 0.019 :1.00 0.044 :1.00 Solt Stress Ratio 0.637 :1.00 0.260 :1.00 0.608 :1.00 MtAMi SHORES 6�1 Title: Job # Dsgnr: Date: 110 07PM 2 SEP Description Scope ; yy Page 1 Description WOOD LEDGER AT FLOOR General Information Code Ref' 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Ledger Width 3.000 in uniform Load... Point Load,. Ledger Depth 12.000 in Dead Load 255.00#M Dead Load 0.00 lbs Ledger is Boiled to Concrete Live Load 340.00#Ift Live Load 0.00 lbs Bolt Diameter 3l4" Spacing 0,00 ft Bolt Spacing 12.000 in Horizontal Shear 220.00#tft Offset 0.00 in Load Duration Factors.- Southern Pine, No.t Non -Dense 2 4 Thic Live Load 1.250 Fb Allowable 1,150.0 psi Short Term 1.330 Fv Allowable 175.0 psi Ledger Stresses Load Combination: DL + LL DL + ST DL + LL + ST Maximum Moment 595.00 in-# 255.00 in-# 595.00 in-# Bending Stress 8.26 psi 3.54 psi 8.26 psi Stress Ratio 0.006 0.002 0.006 MaximumShear 371.87 lbs 159.37 lbs 371.87 lbs Shear Stress 10.33 psi 4.43 psi 10.33 psi Stress Ratio 0.047 0.019 0.044 Solt Leading N'Ae'. BOO a+'aWe i 'n N0,5 Z'2 ° Jif.. 2 ". Using Stress Summary DL + LL DL + ST DL+LL+ST Max. Vertical Load 595.00 lbs 255.00 lbs 595.00 lbs Allow Vertical Load 2,250.00 lbs 2,394.00 lbs 2,394.00 lbs Max. Horizontal Load 0.00 lbs 220.00 lbs 220.00 lbs Allow Horizontal Load 5,437.50 lbs 5,785.50 lbs 5,785,50 lbs Angle of Resultant 900 degrees 49.2 degrees 69.7 degrees Diagonal Component 595.00 lbs 336.79 lbs 634,37 lbs Allow Diagonal Force 684.57 lbs 921.85 lbs 751,89 lbs Final Stress Ratio 0.869 :1.00 0.365 :1.00 0.844 :1.00 ry Stress Summary DL + LL DL + ST DL+LL+ST Wood Bending Stress Ratio 0.006: 1.00 0.002: COO 0.005 :1.00 I j Wood Shear Stress Ratio 0.047 ; 1.00 0.019 :1.00 0.044 :1.00 Bolt Stress Ratio 0.869 :1.00 0.365 :1.00 0.844 : 11.00 Date Printed: 9/2/2013 Project: MIAMI SHORES Task: Wind Pressure Calcs on Equipment Faces USING COMPONENT & CLADDING FORCES (FBC-2010 & ASCE 7-10) GRAVITY L46D6 From Sheet 'Load': Net Total Load, w = 55 psf NET UPLIFT REACTIONS U = Net Uplift Reaction G = Gravity Reaction Type,'��"'„for application of the note below Note: Factor of 0.6 to ultimate wind -speed pressure has ALREADY been applied on sheet 'Load' From Sheet 'Load': Net Zone 1 Uplift: p1 46.00 psf From Sheet 'Load': Net Zone 2 Uplift: p2 = -69.80 psf From Sheet'CladLo': a = 4.20 ft To account for Zone 2 at interior areas, p, is affected by c = 1+(4a/LT)(P2-p1)tp1 For Jack and Hip Trusses, p, is affected by c = 1+(2a/LT)(p2-p1)/p1 Max. value of c = 1 + (p2-p,)/p, (when 4a > LT) for regular trusses Max. value of c = 1 + (p2-p1)/p1 (when 2a > LT) for Jack trusses or monoslope roofs For Girder -Trusses b = Trib. Width Uplift is a function of Gravity Reaction G as follows: U [(cp1/w)*G + (p2-pl)•a•bl = -0.831*c-G100.0-b Lb Note: Where Zone 2 at support does not apply, 2nd factor is set to zero For all Typical Trusses Uplift is a function of Gravity Reaction G as follows: U = {(cpl + (2•a/LT)•(p2-p1)1 / w) -G= ( -0.836*c-3.635fL T) • G Lb Note: Where Zone 2 at support does not apply, 2nd factor is set to zero File: Residerrcestructcalcs 21 (FBc2010) Sheet: Truss Page: 1 of 3 Date Printed: 9/2/2013 TRUSS AND RAFTER REACTIONS Wind up#ft wind Uplift Wind Upfift Wind Uplift Wind L"ft Zone Z a = 4.20 ft Zww I Zane 2,2a = 8,40 ft Zone I Zone 2, a - 4,20 It M �— O.00 -7 Span L = ft (C. to C. supports) Overhang, Lo = ft C. supe. To edge, One Side Only Side: Nomw Truss Spacing, b = laft (Side: O=One, B --Both) Single Overhang is always assumed at the RIGHT side Member Type: T =truss, G Girder -truss (See calc. of uplift Total LT = 15-50 + 1.00 = 16.50 ft Apply factors above) C = 1.52 Zone 2 Net Uplift RL = 55.00-2.00-15.50 / 2 = $53 Lb j 4,270 Lb RR = 55.00-2.00-(15.50/2 + 1.00) = 963 Lb 4,434 Lb Wind Uplift Wind Uplift Wind Uplift Wind Uplift Wind Uplift Zone 2, a = 4.20 ft Zone I Zone 2, 2a = 8,40 ft z0ft I I Zone Z a z 4.20 ft ' "'t Span, L = ft (C. to C. supports) ft a Overhang, Lo = C. supp. to edge, both sides Truss Spacing, b = ft Member Type: T = truss, G = Girder -truss Total LT = 17.33 + 2-0.00 = RL = 65.00-1.33-17.33 / 2 RR = RL = Side: Now (Side: 0 --One, B=Both) File: ResidencestructCalcs2l (FBC2010) Sheet: Truss Page: 2 of 3 E ro, ' "'t Span, L = ft (C. to C. supports) ft a Overhang, Lo = C. supp. to edge, both sides Truss Spacing, b = ft Member Type: T = truss, G = Girder -truss Total LT = 17.33 + 2-0.00 = RL = 65.00-1.33-17.33 / 2 RR = RL = Side: Now (Side: 0 --One, B=Both) File: ResidencestructCalcs2l (FBC2010) Sheet: Truss Page: 2 of 3 0 PROJECT: CLIENT: JOB NO.: IT DATA & DESIGN SUMMARY IAL INSPECTION (O=NO, I=YES) OF MASONRY (I =CMU, 2=BRICK) ,NRY STRENGTH fm R YIELD STRESS fy ICE GRAVITY LOAD P ICE LATERAL LOAD W1 ICE PARAPET LOAD W2 NESS OF WALL t PET HEIGHT hp HEIGHT h NTRICITY e VERT. REINF. (A,,) 1 e # kLYSIS No CMU ksi ksi lbs ift pff /ft pif / ft in ft ft in @ 48, . in o.c. (at middle) Caution., Spacing > 32 in [THE WALL DESIGN IS ADEQUATE.) PAGE: DESIGN BY: REVIEW BY: IF, AREA AT EACH SIDE A. :-CTIVE DEPTH d PH OF SECTION b. --CTIVE THICKNESS t. ONRY ELASTICITY MODULUS E� H-1 ELASTICITY MODULUS Es ALLOWABLE STRESS DUE TO FLEXURE IS Fh = (SF)(0.33fm) = 330 psi 0,()e int MODULAR RATIO n = 21.48 3-82 in REINFORCEMENT RATIO V = 0.0017 12,00 in ALLOWABLE STRESS FACTOR SF = 0,667 7,63 in THE NEUTRAL AXIS DEPTH FACTOR IS 1350 ksi k = V2,on + (pn)2 - pn 023576 29WO ksi THE ALLOWABLE REINF. STRESS DUE TO FLEXURE I, !E DISTANCE FROM BOTTOM TO M, IS S=h+hp— (h+h ')2 Pe 41 ft I 2h hw] THE GOVERNING SHEAR FORCES ARE V, = (h +hp)w, — (h+hp)"W1 + h Pe 176 lbs / ft 2h Fs = 0 -33.wd& ,.j, �v) (24000) =32000 THE GOVERNING MOMENTS AND AXIAL FORCES ARE 2 Ml= 1 '- Pe+-�L-(W-h2) = 372 2w, h- 1 2 1 Pl=P+(wall Weight) = 657 M2= W2hP2 2 185 ft-lbstft P2=P+(wall weight) = 273 V2=hwj-vj 183 Ibs / ft THE GOVERNING SHEAR STRESS IN MASONRY IS V3 = hpw2 185 lbs ft AL"(VI , V2 I V3) 2.02 teb. DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD (MDG Tab 12,21, Fig 12.2-12 813, page 12-25). M <t, M <( le _') M ,( te _I) Pd 6d Pd 2d 3 Pd 2d 3 1. Wall is in compression and not cracked. 2. Wall is cracked but steel is in compression. 3. Wall is cracked and steel is in let REGION 3 APPLICABLE FOR t IECK REGION I CAPACITY 3132 ft4bs / ft > M, [Not applicable] MM F, — P t" = 6 6 3173 ft4bs / ft > M2 [Not applicable] IECK REGION 2 CAPACITY M.=P t, 2p 2 = 203 ft - lbs / ft < M1 [Not applicable) 2 3& Fe, 86 ft -lbs I ft < M2 [Not applicable) ECK REGION 3 CAPACITY (The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). MM UN I b,.kdFb 1A,F,(d—kd)+P(,,_kd)] 2 3 2 3 2 3 522 ft -lbs I It > M, [Satisfactory] 522 ft -lbs I ft > M2 [Satisfactory] ALLOWABLE SHEAR STRESS IS GIVEN BY F, = (SF) MN W—. , 5 0) = 25.82 psi > [Satisfactory] Techincal References: 1. "Masonry Designers! Guide, Third Edition" (MDG -3), The Masonry Society, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001 C31) PROJECT: MIAMI SHORES CLIENT. JOB NO.: PAGE: DESIGN BY: MP DATE : 9/3/20123 REVIEW BY: E mason ry cman2g wau pesign tiasea on AL1 530-08 Zvo e (�5 INPUT DATA & DESIGN SUMMARY SPECIAL INSPECTION (O=NO, I =YES) 0 No TYPE OF MASONRY ( 1 =CMU, 2=BRICK) I CMU MASONRY STRENGTH f, 1.5 ksi REBAR YIELD STRESS fy = 60 ksi SERVICE GRAVITY LOAD P = 100 ths I ft SERVICE LATERAL LOAD W, 49.6 pff /ft SERVICE PARAPET LOAD W2 92,5 pff Ift THICKNESS OF WALL t 8 in PARAPET HEIGHT hq = 2 ft WALL HEIGHT h 8.66 ft ECCENTRICITY e = 6 in WALL VERT, REINF, (A,,,) 1 # 5 @ 48 in o.c. (at middle) Caution, Spacing > 32 in [THE WALL DESIGN IS ADEQUATE.) ANALYSIS REINF. AREA AT EACH SIDE As = 0.08 int MODULAR RATIO n = 21.48 EFFECTIVE DEPTH d = 3.82 in REINFORCEMENT RATIO p = 0.0017 WIDTH OF SECTION bw = 12.00 in ALLOWABLE STRESS FACTOR -SF = 0.667 EFFECTIVE THICKNESS t. = 7.63 in THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em 1350 ksi k = V2,on + (jon)' - 0.23576 STEEL ELASTICITY MODULUS E, 29M ksi pn THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF. STRESS DUE TO FLEXURE IS Fb= (SF)(0.33f ') = 330 psi M Fs -33,,,,w&iaxir ,.Iy) (24000) = 32000 psi IE DISTANCE FROM BOTTOM TO M, IS S=h+hp— (h+h )2 _ P, 4.2 It I 2h hwi I HE GOVERNING SHEAR FORCES ARE h, `W1 he V, =(h+hp I jW1 (h+2h 209 lbs I ft THE GOVERNING MOMENTS AND AXIAL FORCES ARE 2 Mj= ' 2 fp,,�VI(h2-h°,,) h2 -h 2)] = 441 ft-lbs/ft 2w,h 2 P P, = P +(wall weight) 659 Itis eft I M2 2nL 185 ft-lbs/ft 2 P2 = P + (wall weight) = 273 lbs / ft V 2=-- hw 1 - V 1 220 lbs / It THE GOVERNING SHEAR STRESS IN MASONRY IS V3= hpW2 185 lbs / ft fl= MAX(VI , V2 , V3) Z41 psi t,b w ETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD (MDG Tab 12,21, Fig 12.2-12 & 13, page 12-25). Al <tT.M - 3 M -1) Pd 6d Pd 42d 1) Pd 2d 3 Wall is in compression and not cracked, 2- Wall is cracked but steel is in compression- 3, Wall is cracked and steel is in tension. REGION 3 APPLICABLE FOR (M1, PI) REGION 3 APPLICABLE FOR (M2, P2) If / � (cen'd) CHECK REGION 1 CAPACITY b„,t t 3132 ft-lbs i ft > M, [Not applicable] MM= -' Fh-P� _ 3173 ft-lbs f ft > M2 [Not applicable] CHECK REGION 2 CAPACITY 203 ftlbs / ft < M1 [Not applicable:] Mm=Pt`'` P` - 2 3b. Fh 86 ft-!bs / ft < M2 [Not applicable) CHECK REGION 3 CAPACITY (The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). M,„=MIN 2b,�Fh d -led -P d-t` , A.,FT d -� +P t_' 3 2 2 3 522 ft lbs t ft > M, [Satisfactory] 522 ft-lbs 1 ft > Mi [Satisfactory] THE ALLOWABLE SHEAR STRESS IS GIVEN BY F,. _ (SF) h1IN (, f,n 50) - 25.82 psi > fe [Sabsfactory] Techincal References: 1. "Masonry Designers' Guide, Third Edition" (MDG-3), The Masonry Society, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. Job Name. IMIAMI SHORES Job No.: I I Bm Size: W=4.5'(K-Ft) (K -1n) Width: 28.0 in. Uni€. Ld: 0,180 K/Ft WL2/8: 1.691 20.25 Depth: 8.00 in. Bm Span: 8.66 Ft. WL2/9 1.501 18.00 Cover to CL 3.81 in. # Spans? 1 (1 or 2) V 0.78 Kips dl 3.82 in. Incr. Due to Wind? 0 = Yes; 0 = No) Inspection R wired? 9 (i =Yes; 0 = No) F'm:l 1500 psi Fb:r 500.00 psi 1.33 incr. if wind. Fs: 24000 psi n:I 20 Prelbrninary: J: 0.993 1 - (1/((3+(FstFb)*3) Use this J as First "Assmd. J" at Start of Din. Assmd. J 0.910 design M Used' 20.25 K-tn. As --I 0.24 M / (Fs*J*d) Ck. Assuptions• Rho Bal: 0.0031 n I ((2*Fs/Fb)*(n+Fs/Fb)) - incr. x 1.33 if Wind Rho nct. 0.8023 OK As / bd Rho n: 0.0454 k: 0.259 J: 0.914 Assmd. J: 0.910 Ck Masonry Stress: fm: 418.43 psi Fb: 500.00 psi (SORT(2*Rho n +(Rho n 2)) - Rho n 1 - k/3 Adjust "Assmd. J" to Match Calculated. Ck Shear Stress: M / (b*d2) * (21 Jk) fv: 7.98 psi OK Fv:I 38.73 Ipsi As Reqd 024 Av Regd: NIA int/ft # of Bars: Size: Perimeter SP Total As Main Reinf: 1 1 5 1 1.963 1 1.963 0.31 Shear Reinf: Ck Bond: Meu:l 113.77 psi V / SP*J*d) - SP is the Sum of the Perimeter of Bars Meu Allow: 140A0 psi OK V/bid No Shear Reinf. s* b*(fv-Fv)/Fs Job Name: IMtAMI SHORES Job No.: I I- Bm Size: W=3'(K-Ft) (K -1n) Width: 28.0 in. Unif. Ld: 0.150 K/Ft W-2/8:1 1.411 16.87 Depth: 8.00 in. Bm Span: $.66 Ft. WL2/9:1 1.251 15.00 Cover to CL 3.81 in. # Spans? 1 (1 or 2) V: 0.65 Kips d: 3.82 in. Incr. Due to Wind*7 (1 = Yes; 0 = No) Inspection R uired? 1 (1 = Yes; 0 =N____ o) F'm: 1500 psi Fb: 500.00psi 1.33 ince. if wind. Fs.1 40001 psi n:l 20 Prelkninary: J: 0.993 1 - (1/((1+(FslFb)*3) Use this J as First "Assmd. J" at Start of Design. Assmd. J: 0.910 Design M Used: 15. -871K -In. As= 1 0.20 M / (Fs*J"d) Ck. Assuptions: Rho Bal: 0.0031 1 n / ((2*Fs/Fb)*(n+Fs/Fb)) - Incr. x 1.33 if Wnd Rho nct: 0.0019 OK As / bd Rho n: 0.0378 k: 0.240 J: 0.920 Assmd. J: 0.910 Ck Masonry Stress: f,: 374.37 psi Fb: 500.OQ psi (SQRT(2*Rho n +(Rho n 2)) Rho n 1 - k/3 Adjust "Assmd. J" to Match Calculated. Ck Shear Stress: M / (b -d2) * (2 / Jk) fv: 6.60 psi OK Fv: 38J3 psi As Regd.= 0.20 Av Regd: N/A in2ift # of Bars: Size: Perimeter SP Total As Main Reinf: 1 1 1 5 1 1.963 1 1.963 1 0.31 Shear Reinf: Ck Bond: Meu: 1 94.14 psi V / SP*J*d) - SP is the Sum of the Perimeter of Bars Meu Allowl 140.00 psi OK V/bjd No Shear Reinf. s` b*(fv-Fv)/Fs IN Job Name: IMIAMI SHORES Job No.: Bm Size: W=51 Width: 28.0 in. Unif. Ld: 0.200 K/Ft Depth: 8.00 in. Bm Span: 8.65 Ft. Cover to CL 3.81 in. # Spans? 1 (1 or 2) d: 3.82 in. Incr. Due to Wind?�o0 = Yes; 0 = No) K-Ft(K-1n) WL2/8: 1.871 22.50 WL2/9: 1.671 20.00 V: 0.87 Kips Inspection R wired? =(1 = Yes; 0 = No F'm:l 1500 psi Fb.r 50o.00 psi 1.33 ince. if wind. Fs:I 24000 psi n:l 20 Prelkninary• J:• 0.993 1 - (1/((1+(Fs/Fb)*3) Use this J as First "Assmd. J" at Start of Design. Assmd. J: 0.910 Design M Used: 22.50 K -In. As= 0.27 M / (Fs'J*d) Ck. Assuptions: Rho Bal: 0.0031 1 n / ((2*Fs/Fb)*(n+Fs/Fb)) - Incr. x 1.33 if Wind Rho nct: 0A025 2 As / bd Rho n: 0.0504 k: 0.271 J: 0.810 Assmd. J: 0.910 Ck Masonry Stress: fm: 446.55 psi Fb: 500.00 psi (SQRT(2*Rho n +(Rho n 2)) - Rho n 1 - k/3 Adjust "Assmd. J" to Match Calculated. Ck Shear Stress: M / (b -d2) * (2 / Jk) I'd 8.90 psi OK Fv: 38.73 psi As Reqd = 0.27 Av Regd: NIA in21ft # of Bars: Size: Perimeter SP Total As Main Reinf: 1 5 1.963 1 1.963 0.31 Shear Reinf: Ck Bond: Mew 126.96 psi V ! SP*J*d) - SP is the Sum of the Perimeter of Bars Meu Allowl 140.00 psi I OK V / bjd No Shear Reinf. s* b*(fv-Fv)/Fs I LLCMI 4/1 Project: MIAMI SHORES Task: Wind Pressure Calcs onEqui +rent Faces TRUSS REACTION CALCULATION UAINA ClIMPAKIMIT AL M Anr IL19-1 IIA4A 0 w�s►C GRAVITY L ADS From Sheet 'Load Net Total Load, w - 55 psf NEI UPLIFT REACTIONS U = Net Uplift Reaction G = Gravity Reaction Type YES for application of the note;, below Nate: Factor of 06 to ultimate wind -speed pressure has ALREADY been applied on sheet 'Load' From Sheet 'Load' ; Net Zone 1 Uplift: pT = 46.00 psf From Sheet `Load': Net Zone 2 Uplift: N = -69.80 psf From Sheet'Cladl W:> a 4.20 f# To account for Zone 2 at interior areas, pi Is affected by c = 1+(1LT)(p2-P )/p7 For Jack and Hip Trusses, p1 is affected by c = 1+(2a/LT)(p2-11)/P Max. value of c r 1 + 03z-pl)tpl (when 4a > L -r) for regular trusses Max, value of c =°1 + (z-p1)/p1 (when 2a > LT) for jack trusses or monoslope'; roofs For Girder Trusses b = Trib. Width Uplift is a function of Gravity Reaction +G as follows U - [(cpVw)*G + (p2 p1)-a-bj = -0.8 S+coG, 400.0&b Lb' Note: Where Zone 2 at support does not apply, 2nd factor is set to zero For all Typical Trusses Uplift is a function of Gravity Reaction G as follows U .... ([cp1 + (2'a1LT)-(p2-p1)i f wd-v`" (. -0.836-c -3.635/L T) - G Lb. Note: Where Zone 2 at support does not apply, 2nd factor is set to zero Re: 'ReSkk0 S#udCa1Cs 21 (FBC2010) Sheep: Truss Page: 1 of 3 TRUSS AND RAFTER REACTIMS Span, L = 15.50 ft (C. to C. supports) Overhang, Lo = 1.00 ft C. supp. To edge, One Side Only Side: 0 Truss Spacing, b = 2.00 ft (Side: O=One, B=Both) Single Overhang is always assurned at the RIGHT side Member Type: T (T truss, G = Girder -truss) (See calc. of uplift Total LT = 15.50 + 1.00 = 16.50 ft Apply factors above) 1.52 Zone 2 Net uplift RL = 55.00.2.00.15.5012 $63 Lb Y -1,270 Lb RR = 55.00-2.00-(15-5012 + 1-00) = 883 Lb Y -1,434 Lb kL Z!rqvlty UnForm Mad Span, L = 18.16 ft (C. to C. supports) Overhang, Lo = 1.00 ft C. supp. To edge, One Side Only Side: 0 Truss Spacing, b'= 2.00 ft (Side: O=One, B=Wh) Skx,* Overhang is always assumed at the RIGHT side Member Type: T T = truss, G = Girder -truss (See calc., of uplift Total LT = 18.16 + 1.00 19.16 ft Apply factors above) C = 1.45 Zone 2 Net Up!lft RL = 55.00-2.00-18.16 12 = 999 Lb Y 4,404 Lb RR = 55.00-2.00-(18.1612 + 1.00) = 1,109 Lb Y 4,558 Lb File: ReskWxeSftdCaks 21 (fBC2010) Sheet Truss Page: 2 of 3 -Vscrqvmm NEW CONC BEAM ;OneM kADMWAjon Code ftff ACI 31"2,1997 USC, 2003 OC, 2003 PA �L 18.2 ft' j'C 3,ODD psi Depth 12= in Width 8.000in Fy 60,000 psi Concrete Wt. 14&O pct' Seismic Zone 0 End Fixity Pinned -Pinned Beam Weight Added intemally Live Load acts with Short Term Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Kot End of Beam... Count Size 'd' frorn Top #1 2 7 10.00in e dF #1 Count Size 'd' Froin Top Count Size 'd' from Top 2 5' 2.00 in #1 2 5 2.W in fie: Load factoring supports20(-3 ii3C and Factoring of entered: foads to ultimate baft ndom Loads 2003 WPA whin this 54100 by virtue of their referee cas t AACf 318-02 for concrete design. program is according to ACI 318-02 C:2 Dead Load live Load` Short Term' Start End #1 0.250 k 0.280 k' k 0.000 ft 18.250 ft Beam Design OK Span =1825ft, Width-- 8. n Depth =12.0€in i 'Max um Mornent : Mu 35.97 k=ft Allowable Moment: Mn phi 44.46 k -t Ma)dm m Deflection.; -0.8622 in Makknum Shear: Vu 736 k Max Reaction a Left 5.72 k Allowable Shear: Vn*phi 29.89 k Max Rem. @ Right 5.72 k Stwarstfirmps.. Stirrup Area @ Section; 0.220 in2 Region 0.000 MWL spacing 5.000 3-042 5 € W 6.083 9.125 12.167 15.208 18.250 ft Not Req'd Not Not Regfd 5.000 5.000 in i Maxvu 7758 5.298 1649 2.5W 2,586 5.235 7.695 k ending & Shew Fame Sununary Bending... Mn"Phi Mu, Eq. G-1 Mu, Eq. C2 Mu, Eq. C-3 • Center 44.46 k -ft 35.97 k -ft 26.98 k -ft- 12:99 k -ft: • Lett End 2.56 k ft 0.00 k ft 0.00 k -ft 000 k -Ft' @ Right End 2.56 k -ft 040 k -ft 0.00 k ff 9,130 K -ft Sheat... Vn*Phi Vu, Eq. C-. Vu, Eq. C•: Vu, Eq. C-: 0 Left End 29-89 k 7.76 k 5.82 k 2.80 k; Right End 29.89 k 7,69 k 5.77 k 2.78 k ., DL + (Bm Uvtj 0.0o00 in at 0.8000 It -0°4423 in at 9.1250ft DL + LL + [Sm Wtj 0.0000 in at 0.0000 ft 48622 in at 9.1250ft DL + LL+ ST + [Bm Wtj 0.0000 in at 0.0000 ft -0.8622 in at 9, f260ft R - Left b Right L + DBm Uift I jj 3.163 k 3.163 k DL + LL + [Bm Wil 5.718 k 5.718 k DL + LL ,+ ST + (8m Wtj 5.716 k 5118 k T Title Job # Dagnr. Date: 6;63 M, 14 NM 13 Description Scope?: P -4, Concrete Rectangular & Tee Beam Design � DeseflPfim NEW CONC BEAM Evaluate Moment Capacity... Center Left End Right fid', X: Neutral A)ds 4.154 in 1,385 in 1.385 in a = beta * Xneutral 3.527 in 1.177 in 1.177 in Compression in Concrete 71.961 k 24.016 k 24.016 k> Sum [Steel comp. forces] 0.000 k 0,000 k 0.000 k Tension in Reinforcing -72.000 k, -23:952 k -23.952 k HOZ Ua.M: bt kae qty 'ST doMl �A J Uph 0 7;-,- firvob Ado" 61 a �LFk = 2 98 �uL{ M, rj Owt...p nia. = A&f to 2, g x ark Al • G win �u aA t -34, y4p 'S q�, 151 /x ---- oor&= ' 4 1 3405 tts�. Vii,-+3- x�tt�3 441- 1 �- ALtZW4 e 4O"LLtib 48,5S x 8. Jtv a88- c P ,2yq& �)� + /f MIAME MIAMI•DADE COUNTY =8 PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wwwan1nwJdRde„g0y2era/ J.B. Garage Doors, Inc. 1105 NW 09* Avenue Hialeah Gardens, FL 33018 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Models 720/72410 Steel Sectional Garage Door up to 1014" Wide APPROVAL DOCUMENT: Drawing No. 08-04, titled "Steel Overhead Garage Door", dated 04/03/2008, with revision B dated 11/21/2011, sheets 1 through 4 of 43 prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, manufacturing address, model number, the positive and negative design pressure rating, indicate impact rated if applicable, installation instruction drawing reference number, approval number (NOA), the applicable test standards, and the statement reading `Miami -Dade County Product Control Approved' is to be located on the door's side track, bottom angle, or inner surface of a panel RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsemdnt of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shalt be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08-1107.02 and consists of this page 1 and evidence pages E-1 and E-2, as wel sk? approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. �( ■. NOA No. 11 113.07 Expiration Date: February 4, 2014 Approval Date: March 15, 2012 %�? 2°A Page 1 Jd3. Garage Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 08-04, titled "Steel Overhead Garage Door", dated 04/03/2008, with revision B dated 11/21/2011, sheets 1 through 4 of 4, prepared by Al -F ©4 Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS "Submitted under NOA # 08-1107.0.2" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with marked -up drawings and installation diagram of a Series 724 24 GA Steel Sectional Commercial Garage Door, prepared by Hurricane Engineering & Testing, Inc, Test Reports No. HETI-08-2132A, dated 05/28/2008, signed and sealed by Candido F. Font, P.E. 2. Test reports on 1) Large Missile Impact Test per FBG, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of Series 724 24 GA Steel Sectional Commercial Garage Doors, prepared by Hurricane Engineering & Testing, Inc, Test Reports No. HETI-08-2132B, dated 05/28/2008, signed and sealed by Candido F. Font, P.E. 3. Test report on Tensile Test per ASTM E 8 of the above sedtioi al garage door's skin, prepared by Hurricane Engineering & Testing, Inc, Test Report No. HETI-084127, dated 05/28/2008, signed and sealed by Candido F. Font, P.E. "Submitted under NOA # 991203.01" 4. Test report on Salt Spray (Corrosion) Test per ASTM B 117 of a painted 0-40 steel panels, prepared by Celotex Corporation, Test Report No. 258592, dated 08/17/1998, signed by W. A. Jackson, P.E. C. CALCULATIONS "Submitted under NOA # 08-1107.02" 1. Anchor verification calculations and structural analysis prepared by Al-Farooq Corporation, complying with F.B.0 2004/2007, dated 08/06/2008, signed and sealed by Humayoun Farooq, P.E. 0 D_,ot2 rloi A t vers, P.E. Product Control Examiner NOA No. 12-0113.07 Expiration Date: February 4, 2014 Approval Date: March 15, 2012 E-1 NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07-1016.07, issued to Insulfoam, LLC, for their Insulfoam Expanded Polystyrene Insulation, approved on 11/29/07 and expiring on 11/29/12. 2. Notice of Acceptance No. 11-0926.07, issued to Dyplast Products, LLC, for their Expanded Polystyrene Block Type Insulation, approved on 11/10/2011 and expiring on 01/11/2017. F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC and no financial interest, issued by Al-Farooq Corporation, dated 11/21/2011, signed and sealed by Javad Ahmad, P.E. "Submitted under NOA # 08-1107.02" 2. Laboratory code compliance statements issued by Hurricane Engineering & Testing, Inc, for Test Reports No. HETI-08-2132A and B, dated 05/28/2008, signed and sealed by Candido F. Font, P.E. Carlos rvf. ❑trera, P.E. Product Control Examiner NOA No. 12-0113.07 Expiration Date: February 4, 2014 Approval Date: March 15, 2412 E -2 ` 7-1/2" X 3" X .120" DALY. STEEL END ROLLER HINGES 114 X 3/4" SELF DRILLING SCREQ 4 PER HING 1/4' X 5/8' HEX WITH NUTS 4 PER HINGE NATEOOR LOCK F D 2 r r 1 1 SPRING LOADED SLIDE BDLT LO SIDES) SIDES) FASTENED W/ (4) #14 X b/8' S.N.S. 9MIN. LOCK ENGAGEMENT CONFORMS TO 1012 REGARDING GARAGE DOORS p16 GA. GALY. STEEL/ MOUNTING rjE2ANUTNT2'WCA�W1# BOLT 3/4`W X 3 1 L LOCK BARS 5 PIN CYLINDER X" S.M.S. rr 0 1 DIE CAST TEEHA.NDUE p e .128 DIA. GALV. AIRCRAFT TYPE CABLE & NICO --PRESS SLEEVE COTIE PIN W/ MIN. 5 TO 1 SAFETY FACTOR p e END STILE BOTTOM BRMyf� EE CENTER STILE STEEL PLATE WITH (11` X//4-1/2" X 0,1" l ] (5) j114 X 5/8 SMS 2 1 4 X 5/8' HEX BOLTS W/ NUTS OUTSIDE HANDLE �1! LOCK BAR GUIDES INSTALr ON END PILE D WITH (4) 114 X..3/8' SMS g 18T X .6W LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR OUTSIDE KEYED LOCK LOCK BAR LOCKING SHOWN ALTERNATE TO LOCKS SHOWN ABOVE INTERMEDIATE STILES FASTENED TO PANEL SKMI W( 68) 3f 18" ALUM RIVETS AND TO TOP O M RAIL W/ (4) 3/16" ALUM.IPOP RIVETS I- A THIS PRODUCT IS RATED:IFOR LARGE MISSILE IMPACT GENERAL NOTES L THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY"WITH THE REQUIREMENTS OF THE FLORIDA BUIDHNG CODE 2010 EDITION :INCLUDING HCH VELOCITY HURRICANE ZONE (H VHZ). S. ''ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. 'ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 3. "AL1. BOLTS, NUTS AND WASHERS SHALL BE ZINC PLATED CARBON STEEL. 4, ANCHORING OR LOADINO CONDITIONS OTHER THAN THOSE SHOWN IN THESE DLTAU ARE NOT PART OF THIS APPROVAL. TOP ROLLER BRACKETS Z SHEET 3 FOR DETAIL g S CT5{ij[V h a SNP � (��(�q� N l + p Hill J.B. DOOR MODELS' 10'-4"W X 22'H MAX MODEL DESCRIPTION 724 24 GA ROLL FORMED STEEL DOOR 720 20 0A. ROLL FORMED STEEL ODOR NOTE: MODEL 724 TESTED. w1mub', Q41(04LQAD RATING + 101.0 PSF (FGR $a 311.1601,6I SMALLER) — 116.0 PSF < m g EnRA PE��0ORN4I 70M AII� . CAR 35M BY d08— 044 W39; W X 20 GA. STEEL FORfa�O CENTER STILE 40 RNETED TO DOOR SKIN . WRHIk(8) 3118" ALUM POP RIVETS AND TOT AND BOTTOM PALS WITH ;'(4) ALUM POP RNETS h VVV W N 18 OA, GALV. STEEL 3 WITH �N HINGE FASTENED HN DWI. NGK SCREWS SECTION D—D c Z o ���� Z RI FORMED END XLE OOR N2" x 18 GA. STEEL w mp 1 WITH (8) 3/18" ALUM POP RNETS STOP MOULD" R Z� AND 7O TOP ANO BOTTOM RAILS AS . WITH (4) 3/16" ALUM POP RIVETS �+) a FORMED CENTER STILE EEL m RIVETED TO DOOR SKIN STEEL STRUCTURE BY ODS IM MUST SUPPORT THE LOADS NIPOSED-� WITH O 3118" ALUM POP RIVETS BY DOOR SYSTEM ° ;•� AND TO TOP AND BOTTOM RAILS p WITH (4) ALUM POP RIVETS OIN117.45 EEL AtrG81.E% 14 GA FllEQD �OKET tV3Ot Y 8" O.C. � (� t/4'' Y SPOT TO COW. ANGLE 14 GA. GALV. STEEL wELos CENTER H44% FASTENED WITH m 3--5/ie- STEEL TRA/CK DOUBLE ROLLER HINGES (4) #14 X 3/4" HH SELF DRILLING SCREWS 12Gk X FASTENED 14 TRACK PLATES 2@ ' �'4! k2g" ROLLER WHEEL ry _WtiH (Y 1/s-20 x s; COTTER PIN ,W/., 1620,M,4. 9-6/a" LONG ROLLER SHAFT 1 L4 t n CMiRaGE DOLT Qo LOCK MUT INSTALLED ON ROLLER SHAFT SECTION $-B V ` .. EI1 FLI � T)NNi '' ��Olp M�NLI`�i111r A PEN 70692 c.aw.5618 � drrewing no. CD��Q1 08-04 ahaet 2 of 1-3/4" X 2' X 20 GA. 2' '14 GA. OALV. STEEL ADJUSTABLE TOpim ::SL/IDE FASTENED TO BRACKET RIVETED TO DOOR OPTIONAL Wa a eTpryg WI 3 10' POP RAN i1EX BOLTSS1 WITH U18/4" AT 2' & 20" FROM EACH END p5 -EXPANDED POLYSTYRENE tj AND 42" O.C. TYPICAL SPACING DENSITY - 1.08 PCF 3/4' X 2" X .OW"` THICK �,A, #07-1107.08WITH ALUM STIFFENER BY 'INSULFOAM LLC' GLUED TO TOP RML DENSITY - 0.92 POF AND PoVETED TO VERTICAL S'tRFS fy NAA f07-1018.07 Wf (2) 3/16" ALUM P� 30VETS AT TOP AND BOTTOM - 12 GA. GALV. STEEL OF EACH SECTION TOP ROVER//BRACKET (DOUBLE) FASTENENIX BOLTS 49}NIA X 5/8' 20 CA ROLL FORMED STEEL BOTTDMIIRAIL PANELS FASTENED TO HORIZ' RNLS WTTH 3/18" ALUM POP RIWETS• AT 2" & 20" FROM EACH END AND 42" O.C. TYPICAL SPADING 11 GA GALV. STEEL X ROLLER iW/ ( 144-E200 FASTENED I&HEX HEAD NUTS OM (2) RE14FORCMPG TRUSSES PER SECTION EXCEPT THREE (3) ON THE BOTTOM SWT40N REINFORCING TRUSS AT 2" FROM TOP OF SECTION 16 GA X 2-11V X 2" GALV. STEEL U.BAR FASTENED TO INIERMEMlE VERTICAL STILES W! TWO /14 X 3/4" T'EKS AND WH FOUR #114fILXE33/4" SELF DRILLING WMMS TYPICAL 11— REINFORCING TRUSS AT *9" FROM BOTTOM OF SECTION REINFORCING TRUSS AT f2" FROM BOTTOM OF SECTION TRUSS AT rOP OF SECTION G TRUSS AT BOTTOM OF SECTION TRUSS Of SECTION gz En 8 ppFpp Z WOfO I I la 3 7O � Z t I j i I oIE I MN. '24 CA ROLL FORMED STEEL PANEL ASTM 653BOTTOM SEAL . SO QLWAY, GRADE 50 BD58OT ALUM PLATE ABN. GALVANIZED STRENGTH ACCORDING m 50 ST WITH 1/8' X 1' S.M.S. 0 48" O.C. c.ALVANIZED ACCORDING 'ro ASTM GOO, 3/4" X 2" X .080" 1THICK WRHA COATING DESKNNATiOiN OF G90. AND TUBULAR RUDER YPSiAiPPING 2 ® 8 ALUM STIFFENER EXTERIOR ANO INTERIOR. 8 8 ry GLUED TO TOP RAIL 1ST SECTION TTOM) 2ND SECTION (BOTMM) Al JQP SECTIONS �gW AND RIVETED TO VERTICAL STILES REINFORCING REINFORCING REINFORCING s m W/ (2) 3/18" ALUM POP RIVETS 11 GA. GALV. STEEL BOTTOM BRACKET 7/8' VINYL GASKET FASTENED WITH o BETWEEN BOTTOM RX AIL (2) 1/4 X 5/6' HEX BOLTS W/ LOCK NUTS AND PANEL SKIN (5) f14 5/8" SW p� Y4NFLp1)�aYR BTDIfda +� CA.N. ''S53T B�2 1-3/4' X 2" X 20.GA. O 8' BOTTOM RAIL RIVETED TO DOOR SKIN W/ 3/16" ALUM POP RIVETS drawing no. AT 2" & 20" rTmu FJUXi IBND 08-'04 AND 42" O.C. TYPICAL SPACNG qat SECTION A -A Sheet 3cf 4 SEE SECTIONS. AT RIGHT FOR LOCATION OF REINFORCING, TRUSSES 18' 0 ALUM POP RNlE7S PANEL h PERT. ST WM OPTIONAL DOOM SIGN FOR DOORS ;. WITH INSU AWN ONLY OPTIONAL Wa a eTpryg MIN. 24 GA ROLL FORMED STEM PR 11 rN BY 'DVPI ASTM 653. SO QUALITY, GRADE 50 p5 -EXPANDED POLYSTYRENE tj MIN. YIELD STREND7H m 50,!KSI DENSITY - 1.08 PCF DAWANRED ACCORDING TO ASTM A525 A COATING DESIGNATION OF 090. �,A, #07-1107.08WITH EXTERIOR AND INTERIOR. BY 'INSULFOAM LLC' DENSITY - 0.92 POF fy NAA f07-1018.07 11 GA GALV. STEEL X ROLLER iW/ ( 144-E200 FASTENED I&HEX HEAD NUTS OM (2) RE14FORCMPG TRUSSES PER SECTION EXCEPT THREE (3) ON THE BOTTOM SWT40N REINFORCING TRUSS AT 2" FROM TOP OF SECTION 16 GA X 2-11V X 2" GALV. STEEL U.BAR FASTENED TO INIERMEMlE VERTICAL STILES W! TWO /14 X 3/4" T'EKS AND WH FOUR #114fILXE33/4" SELF DRILLING WMMS TYPICAL 11— REINFORCING TRUSS AT *9" FROM BOTTOM OF SECTION REINFORCING TRUSS AT f2" FROM BOTTOM OF SECTION TRUSS AT rOP OF SECTION G TRUSS AT BOTTOM OF SECTION TRUSS Of SECTION gz En 8 ppFpp Z WOfO I I la 3 7O � Z t I j i I oIE I MN. '24 CA ROLL FORMED STEEL PANEL ASTM 653BOTTOM SEAL . SO QLWAY, GRADE 50 BD58OT ALUM PLATE ABN. GALVANIZED STRENGTH ACCORDING m 50 ST WITH 1/8' X 1' S.M.S. 0 48" O.C. c.ALVANIZED ACCORDING 'ro ASTM GOO, 3/4" X 2" X .080" 1THICK WRHA COATING DESKNNATiOiN OF G90. AND TUBULAR RUDER YPSiAiPPING 2 ® 8 ALUM STIFFENER EXTERIOR ANO INTERIOR. 8 8 ry GLUED TO TOP RAIL 1ST SECTION TTOM) 2ND SECTION (BOTMM) Al JQP SECTIONS �gW AND RIVETED TO VERTICAL STILES REINFORCING REINFORCING REINFORCING s m W/ (2) 3/18" ALUM POP RIVETS 11 GA. GALV. STEEL BOTTOM BRACKET 7/8' VINYL GASKET FASTENED WITH o BETWEEN BOTTOM RX AIL (2) 1/4 X 5/6' HEX BOLTS W/ LOCK NUTS AND PANEL SKIN (5) f14 5/8" SW p� Y4NFLp1)�aYR BTDIfda +� CA.N. ''S53T B�2 1-3/4' X 2" X 20.GA. O 8' BOTTOM RAIL RIVETED TO DOOR SKIN W/ 3/16" ALUM POP RIVETS drawing no. AT 2" & 20" rTmu FJUXi IBND 08-'04 AND 42" O.C. TYPICAL SPACNG qat SECTION A -A Sheet 3cf 4 SEE SECTIONS. AT RIGHT FOR LOCATION OF REINFORCING, TRUSSES { FORS HNF, iE�B �. STEEL/A4PK�X I 4 X&12S,WCA BRACE FASTENED TO W/ 5/1g8p-�18 M.�S,pCR�EWS do PA11'S W/ 5/18 LAG"SCRENS MTOLw A + y�N A+ 9e},y HOR2. TRACK LENGTH d OPENING HEIGHT PLUS 2" 2-5/8" X 1-1/4" OALV. CONT. STEEL ANGLE 14 GA. JOINT BRACKET 8" X 2-1/2" X .11" VERTICAL -ATTACHED TO VERT. & HORIZ. TRACK W/ {4) VERT1/4-W/8" CARRIAGE BOLT R LOCK NUT AND TO VERTW/ (3) SPOT WELDS SECTION A—A TO HORIZ. TRACK O.C. �Zz•=o"I 23 I24" 24°Tss`Ts�" z4• z4" z4" aa" z4• za" z4" wSECTIONS ARE NUMBERED STARTING AT THE BOTTOM V QALY. STEEL TRACK ,d 4oX o Di 10 2-1/2" X 3-7/8" % 0.1" STEEL PLATES CON ECTFA TO TRACK WITH TWO 1/4-20 X 5/8• CARRIAGE BOLT & LACK NUT ' I LIZ Wg STEEL STRUCTURE BY OTHERS 1 004r MUST SUPPORT THE LOADS 1fAPQ5ED DOOR TRACK AS VIEWED `11 BY DOOR SYSTEM t FROM CENTER OF OPENING 5/18"'ON. DOLTS LIFT LOW HEADROOM OPTIONS g ? (` W/ WASHERS do NUIS I AT 8" O.C. MAX. tl L N0. OF SECTION HEIGHTS ' 0LL 1_1/2• 1-1 % 2-5/8" X .078" A lE T TRUSS 1ST 2ND 3RD 47H 5TH 8TH 7TH H 0TH 1 MIN.STEEL z 9 21" 21" 21" 21" /A /A /A / N/ANA A 0.10" THK. W V. STEEL FLAT i# 0 24' 24" 124" 24" /A A A/ /A A A 3-7/8• m N5 j 11 24'" 21 21 21" 21 A A / /A A 'A STRUCTURE 8ED SPAON6 EDGE DIST. AT /• O.C. WOR OPNG. 11 24 24" 24"[24" 24" N/A /A / /A A A AT O.C. CONNNEE CTED OVE NOS 0 CONT. ANGLE 13 24" 24" 27" 21' 21" 21'f _ A /A A A LLED E0. CK 1-1 ' V W/ (3) SPC WELDS �Zz•=o"I 23 I24" 24°Tss`Ts�" z4• z4" z4" aa" z4• za" z4" wSECTIONS ARE NUMBERED STARTING AT THE BOTTOM STEEL TRACK O 4 12 GA X 3-9 t8" X 1-1/2" y H FASTENED TO PATES ' W/ (2) 1/4-205/8" CARRIAGE BOLT k LOCK NUT < m .. n Ppmma --- WIIYtTrPlodib CML mm� = i LA. .AP•Ni X3538 2 AN IDWu0 , 6 �p11 tlrowing no. 08-0'4 eheat of 4 V ,d o 10 Wg 004r `11 �g�10� VERTICAL Lt? NCH LIFT STANDARD AVAILAE_E TRACK LIFT LOW HEADROOM OPTIONS g ? 0LL z g� .s,1 w Cq7 ut lw ANCHOR SPACIING m N5 j ANCHORS STRUCTURE 8ED SPAON6 EDGE DIST. 3/8' HLC SLEEVE BY 'HtI.W CONC. 1-1 or 2-1 12 HLC SLEEVE BY HLT] LLED E0. CK 1-1 ' V 3 CONC. -i 2 8' -3" 4 1 DYNABOLT BY K 1-7 8 In In e-e0t CONC. 2- 2 207 SLEEVE -ALL BY SBAPSDN CONC. 1-i 2 • 3" J_ia` �✓ 1—V2" CWCRETE fc - 3000 P51 MIN. MASONRY fm ® 1500 PSI MSN. STEEL TRACK O 4 12 GA X 3-9 t8" X 1-1/2" y H FASTENED TO PATES ' W/ (2) 1/4-205/8" CARRIAGE BOLT k LOCK NUT < m .. n Ppmma --- WIIYtTrPlodib CML mm� = i LA. .AP•Ni X3538 2 AN IDWu0 , 6 �p11 tlrowing no. 08-0'4 eheat of 4 MIAM INIANIT-DARE COUNTY R4111114 PRODUCT CONTROL SEC 'ION DEPARTMENT OF YyitlYtl'1"fir4 ;, ENVIRONMENT, AND RRGtrt AToRY 11845 5W 26 Street, Room 208 AFFAIRS (PIRA,) Miami, Florida 33175-2474 DOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wsM%m1a i t 1 cral PGT Ind stries 1070 Technology Drive, Nokomis, Fl. 34275 Scopx: This NOA is being issued undcr the applicable rules and rel ulWons governing the use of construction materials. The dwimwitaation submitted has been reviewed and accepted by Miami -Dade Coultty PERA - Product Control Section to be used in Miami Dade County and uthcr auras where allowed by the Authority Having Jurisdiction (Al 1J). This NOA shall not be valid after tho cxpiration date stated below. The Miami-Dadt: County Product Control Section (In Miami Dade County) and/or the A14J (in areas other than Miami Dade County) reserve the right to have this product or inaterial tested for quality assurance purposes. If this product or material fails to perform in the accepter) manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their juriudiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -.Dade County Product Control Section that this product or material fails to meet the requirwimuts of tho applicable building code. This product is approved as de.4cribed herein, and has been designed to comply with the Florida Building Cotte, including the High V louity Hurricane Zone. DESCRIPTION: Series "Iffl-750" Ootswing Aluminum Finach Door w/Si&0es — L.M.I. APPRovAL.]DOCUMENT- [}raving No. $400-11, titled "Alum, Fr; 7h Door & Side Lines, Irnpact", &h"ts I through 12 of 12, dated 12123/04, with revision C detect 10112/1 l,prepared by mnnufacturor, signed and sealed by Anthony Lynn Miller, P.l ., bearing the Miami -Dade County Product Control Revision stamp with the. Notice of Acceptance number and expiration date: by the Miami -Dade County Product Control Section. MISSILE IMPACT RATINti: Large and Small Missile Impact Reyitstant ]LABELING: Each unit shall bear a permanent label with the manufacturer's name or loge, city, state, model/series, and following statement. "Miami -Dade County Product Contrc}t Approved;", unless otherwise noted herein. RENEWAL of this NOA shall be considered. after a renewal application has bcfen fik:d and there has been no change in the applicable building code negatively affecting the performance of this product, TERMINATiON of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product of process. Misuse of this NOA as an crsernent of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA sluall bo c;aauso for termination And removal of NOA. ADYERTI8Xh%ENT-. The NOA number preceded by the words /Miami -Dade County, Florida, and followed by the expiration daatc may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety, INSPtXTION: A copy of this entire: NOA shall be provided to the uses- by the manufacturer or its dktributcors and shall be avoidable for inspection at the job site at tho request of the Building Official. Thin NOA revises NOA # 49-1028.14 and consists of this page 1 and evidence pages E-1, E-2, and � , as yell as approval document mentioned alcove. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 11-1 4 Expiration Date: February 24, tJ Approvol Didtc: November 24, 2411 Page 1 PGT Industries NOTICE!2F ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections 2. Drawing No. 800-11, titled "Alum. French Door & Side Lites, Impact", sheets 1 through 12 of 12, dated 12f23/04, with revision E dated 10/1.2111, prepared by manufactwvr, signed and seated by Anthcony Lynn Miller, P.E. B. TESTS 1. 'fest reports on: 1) Air Infiltration Test, 2) Uni-Forni Matic Air Pressure `fest, 3) `, aier Resistance Test, 4) Forced Entry 'fest, per a.FBC 3663.2 (b) along with marked -up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold, glazed with 7116" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTI, -5941, darted 0.5/20/09, signed and sealed by Julio E. Gonzalez, P.E. (Submdlted underNOA # 09-1028.14) 2. Test reports can: -1) Air Infiltration Test, per FISC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per NBC TAS 202-94 3) Water Resistanc:c Test, per FBC,, TAS 202-94 4) Large Missile Impact Test pej, VBC, TAS 201-94, 5) Cyclic Wind Pressure Loading per FISC, TAS 203-94 6) Forced Entry 'rest, Pex FBC 2411 3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram ofalwAil rn doors of GXXG configarration, prepared by Fenestration Testing Laboratory, Inc., Test Relxfrt No. (.Submitted under NUA # 09-1028.10) 3. Tcst reports on: 1) [Uniform Static Air Pressure Test, per FBC, TAS 202-94 2) Large Missile Impact Test per FRC, TAS 201-_94 3) Ciycli4 Wind Presse Leading per FBC, TAS 203-94 4) Forced Entry Test, per FBG 2411 3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of aluminum doors ofOXXX configuration, prepared by Fenestrations Testing Laboratory, `fest Reports No. FTE, -4527, dated 02/10/05, signed and sealed by Ildmundo Largaespada, P. E. (Submitted under NOA # 05-041903) 4. Test reports on: 1) Air InfiltrationTest, est, per FBC, TAS 202-94 2) Uniform Static Air Pressure; Test, per FISC, TAS 202-94 3) Mateo- liesistance. Test, per FBC, TAS 202-94 4) Forced Entry Test, per FRC 2411 3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of aluminum doors of GXXt7 configuration, prepared by Fenestration Testing Laboratory, Test Reports No. ITL -4528, bated 02114/05, sighed and sealed by Ed= do LargaexO P. B. (Submitted under NQA # 05-0419.03) MS, ere , F.E. Product Contra doer 140A. No 11-1013.24 Expiration Date: February 24, ZIT Approval late: November 24, 2011 E-1 PG'T Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED ED B. TESTS (CONTINUED) 5. Test reports on: 1) Large Missile Impact Test per F13C, TAS 201-94 2) Cyclic Wind Pressure Loading per FEC, TAS 203-94 along with marked -up drawings and installation diagram of aluminurn dw)rs cif XXXO configuration, prepared by Fenestration Testing, Laboratory, Test Reports No. F+'TL-4529, dated 02/14105, signed and scaled by Rdnnm o Largaespada, F. F.. (Submitted under NOA ## 65-0419.03) b. Test reports on: i) Large Missile Impact Test per F13C, TAS 201-94 2) Cyclic Wind Pressure Loading per H13C, TAS 203-94 along with marked -up drawings and installation diagram of aluminum outswing French door, prepared by Fenestration 'resting Lalwratory, Test Reports No. PTL -4530, dated 02/14/05, signed and scaled by Edmundo Largaespada, P. E. (Submilled under NOA # 05-0419.03) 7. Test reports on: 1) Large Missilc lmpact `fest per FDC, TAS 201-94 Cyclic Wind fressi re Loading per F3C., TAS 203-94 along with marked up drawings and installation diagram of aluminum outswing Drench door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL-4311, dated 09/01104, signc d and scaled by Edinundo Largaespada, P. E. (Subudiled under NOA # 05-0103.03) 8. Test reports on: 1) Uniform Static Air Pressure Test, Per Fl3C, TAS 202.-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along Frith marked -up drawings and installation diagram of aluminum outs ing French door, prepared by Fenestration Testing, Laboratory, Test Reports No. FTL-4312, dated 09/13/04, signed and sealed by Edmundo Largaespada, P. E. (Submitted sander NOA # 05-11.103.03) 9. 'fest reports on: 1) Air Infiltration Test, per FBC, TAS 242-94 2) Uniform Static Air Presmire Test, per FBC, TAS 202-94 3) Water Resistance 'rest, per FBC, TAS 202-94 4) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of aluminuan outhwing French door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL-43151, dated 09/13104, signod and scaled by Edmundo Largaespada, P. F.. (Submitted under NOA # 05-0103.03) --rft el 1}erez, P.E. Product C trol Examiner A Na 11-1013.24 Expiration Date; February 24, 2015 Approval Date: November 24, 2011 E-2 PGT Industries NOTICE OF ACCEPTANCE; EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification caludations and structuml analysis, complying with FBC-2007, dated 10/01/09, prepared, signed and sealed by R.ctx rt L. Clark, P.E, updated to the FBC-2010 on 10111/11, signed and sealed by A. Lynn Miller, P.C. 2. Glazing complies xvith ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Envirownent, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptta we No. Itf-0922.109 issued to F,.I. DuPont DeNemours & Co., Inc. for their "DuPont Butaciteg) PVB, Interlayer" dated 12/24!10, expiring on 12111/11. 2. Notice of Acceptance No. 09-4223.45 issued to Solutia, Inc. for their "Sailex Multi- layer Glass Interlayer" elated 0410$109, expiring on 04/08/14. 3, N'oticc of Acceptance No. 08-1224.44 issued to Solutia, Inc. for their "Saflex Composites Glass interlayer with PET Cove" elated 02/25109, expiring on 12/11113. F. STATEMENTS 1. Statement letter dated 10/07/11, Successor !Engineer adopting the another engineer's work per FAR 61C 15-27-001, signed & sealed by A. Lynn Miller, P.C. 2. Statement letter of confortnance with the FBC-2007 and FISC -2010, prepared by n-mnufacturer,.dated 10/11/11, signed & sealed by A. Lynn Miller, P.E. 3. Statement letter of No financial interest", prepared by manufacturer, dated 10/11/11, signed & sealed by A. Lynn Miller, F.E. d. Letter of lab compliance, part of the above test reports. 5. Proposal No. 48-1841 issued by RCC:O, dated January 25, 2009, signed by lshay Chanda, P.E. G. OTHER. 1. Notice of Acceptance No. 09-1428.10, issued to PGT Industries for their Series "1,'D- 750" Outswing Aluminum French Door vw/Sidelite:s -- L.M.L, approved on 02./10/10 and expiring on OV24/15. Perez, P.B. Pro�lue an n} Exanduer N ItiTa 11-1013.24 Expiration Date: February 24, 2015 Approval late: Keyember 24, 2011 E-3 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) GLAZING OPTIONS; A.17.15' LAMI CONSISTING OF (1) LITE OF N18" ANNEALED GLASS AND (1) LITE OF 3118" HEAT STRENGTHENED GLASS WITH A14,090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEYJKEEPSAFE MAXW111.11R, R III V LAMI CONSISTING OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DU PONT BUTACITE OR SAFLEXiKEEPSAFE MAXIMUM. C. 1 "LAMI CONS18TWG OR (1) LITE OF I IW ANNEALED GLASS AND (1) LITE Or 3114' HEAT STRENGTHENED GLASS WITH AN ,078 VANCEVA INTRALAYER. D, ZdrlAMr CONSISTING OF (2) LITES OF 318" HEAT STREN"ENED GLASS VOITH AN .075 VANCESVA INTERLAYER. E. LW LAMI 1.0, CONSISTING OF (1) LITE OF 31i8" TEP/PERE0 GLASS OUT$ OE, 114" AIR SPACE AND (117110" LAMI GLASS ASSEMELY INSIDE (3116" A„090 P'VS, 3116- HS), F. ftj&MI I.G. CONSISTING OF (1) LITE OF 3118' TEMPERED GLASS OUTSIDE, 114” AIR SPACE AND (1) Ill LAMI GLASS ASSEMBLY INSIDE (3116" EIS,.090 PVB, 3115" HS). G. VT LAMI 1.G. CONSISTING OF (i) LITE OF 3116" TEMPERED GLASS OUTS IDE, 114` AIR SPACE AND (1) 7N S" LAMI GLASS ASSEMBLY INSIDE PM46" 11,.075 VANCEVA, 3118" HS). H. V11" LAMl1.9.CONSISTINGOF(1)UITEOF3110'TEMPEREDGLASS OUT$IDE,1t4"AIR SPACE AND (1)VIC'LAMI GLASS A$SEMEILYINSIDE (3-767 HS,.675 VAN0EVA. 3116" HS). 2_ DESIGN PRESSURES: TABLE 1, SHEET 3. AA. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSUREAND GLASS TABLES ASTM F-1 Wb -02. B. POSITIVE DESIGN TOADS BASED ON WATER TEST PRESSURE AND GLASS TABLE; ASTM E130"2. S, CONFIGURATIONS; % a X{Y t C XJ(% }CO, , p�` 1, ?, 347 i XXXO, OM%X, L712 QZYQ WHERE 2 REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJitcmT X UNITS CAN OE EITHER TWO SINGLE. ,X, DOORS OR A DOUBLE, XX DOORBOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL, THE FRENCH DOOR ASSEMBLY BEAM 13 USED TO ASSEMBLE Y� XX, AND O UNITS TO MAKE THE ABOVE; CONFIGURATIONS. 4. A NOMOE; THE 33 V3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS, 9 THRU 11, S. SHUTTERS ARE NOT REQUIRED. S. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL OORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL A3$EMBL.Y BEAM SEAPIIS SEALED ON THE INTERIOR AND EXTERtOR WITH CDNTRACTOR'S SEALANT, T. REFERENCES; TEST REPORTS: FTL4311. PTL•4312, FTL.4315. FTL-4627, FTL-41VA. PTI -4529. PYL-4530, FTL-4021 AND FTL-6941. ANSI/AF&PA NbS-2405 FOR WOOD CONSTRUCTION AOM -2009 ALUMINUM DESIGN MANUAL THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREN15NTS OF THE FLORIDA BUILDING CODE:, INCLUDING; THE HIGH VELOCITY HURRICANE ZONE (HVHZ). p0Q*v mmm h"mf9 T IOiil recti Ma!9'Omm NamM+ra,rf.m� fiA4 BQpG f&^B M7XaAMF� fi 81214 ELVAd. FRENCH DL70R A SlDELlTES, li FRT90 Fin l • 1.2 9000.11 NOA DRAWING NEAP Tgm s i °T GENERAL NOTES,.,....,.,.. 1 CONFIGURATIONS. ,.,..,.,..1 GLAZING DETAILS.._....... 2 DESIGN PRESSURES...... $ ELEVATIONS .................... 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS........... 0 PARTS LIST-- ................ 7 EXTRUSIONS ................... 9-4 ANCHORAGE .................... 10-1 /1p4lUi:T ABY7.�frp nki. for VISy�. �d ��* iMMe 11 LLI ;.��. V`' GTO �'.:fl '•�: ;4' ,FLU+...° FL REX 58705 �—■ 7114" NOM. 3118' ANNEALED OR HEAT STRENGTHENED GLASS .099 OUPONT BUTACITE OR WLE{JKEEPSA,FE MAXIMUM PVB INTERLAYER 3113" HEAT ST'RENGTHENEO GLASS 91 OR 92 3m- XTERtOFr, . I L_ INTERIOR GLAZING DETAIL SETTIW BLOCK 7116" LAMI GLASS VIII PVB INTERLAYER 718" NOM. 16" ATOM. 3116' ANNEALLu OR HEAT STRENGTHENED GLASS ,675" VANC -VA INTERLAYFR -3/16' H EAT STRENGTHENED GLASS 93 OR 94 5m„ ` SETTING BLOCK GLAZING DETAIL 7116" LAMI GLASS Wl VANCEVA INTERLAYER 3118' TEMPER50 GLASS Alit SPADE 3118" ANNEALM OR HEAT STREMOTHENED CLASS -440` DUPONT BUTACiTE OR SAFLEW KEEPSAPE MAMMUM PVB INTERLAYER 911 S' HEAT STRENGTHENED GLASS 96 OR 96 51&" GLASS EXTERION I�TEMOR GLAZING DETAIL SETTING SLOCX 718" LAMI I.G. GLASS W/ PVD INTERLAYER_ : V 719" Nom. 3118" TEMPERED GLASS AIRSPACE 3116" ANNEALE4 OR HEAT STRENGTHENED GLASS .475 VANCEVA INTERLAYER 318" HEAT STRENGTHENED GLASS 97 OR 98 Sdi6' GL} BITE VXTERIO _L.l\tl..� INT RIOR GLAZING DETAIL SETTING BLOCK 718" LAMI I.G. GLASS Wl VANCEVA INTERLAYER pasoutrsza— !L rv�vno� rt. aa�� DOOR A Z u 1i1 4VA Wi->rRFVIXFn mW�4��«uu me Fb.6dr I ,�, Slllifr.r i - Xyo, 55765 Y� 4 giAS!. s ` A. LYIS'791!!, p.E. FL P-E.)Y 56705 Table 1. Maximum Design Pressures (pst Configuration X French Width (in) 37" (3°) Allowed class Types A,E 79 314' (65 +70.0 -$0.0 83 314" (70} +70.4 -80-0 Height (In) 87 314" +70.0 -80.0 913(4" +70.0 -80-0 953) 4" (11 +70.0 -80.0 G,G +100.0 ADO -0 +100.0 -100.0 +104-0 •100.0 +100.0 -100.0 +100.0 •100.0 Door W 71314" 460) A, E +70.0 -81.0 +70.0 -$0.0 +70.0 -80.0 +70.0 -80,0 +70.0 -80.0 1;,G +100.0 -100.0 +100.0 -100.0 +100,0 •100.0 +100,0 -100.0 +100,0 -100.0 Full Jamb 36 11116" AE +70.0 -90-0 +70.0 . •80,0 +70.0 -80.0 +70.0 40,0 +70.0 -90.0 C,G +100.0 -100.0 +100,0 -100.0 +100.0 -100.0 +100,0 -100.0 +100.0 -100.0 Alldellte Nsrrpw Jamb 3911116" C,G +100,0 -160;0 +100.0 -100.0 +100.0 400.0 +100.1) -100.0 +10Q 0 -100.0 331111fi CG +100,0 -1oD.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97.4 -87.4 3611118" A S, E, F +70.0 -50.0 +70,0 •g0.0 +70.0 •80.0 +70.0 -80,0 +70,0 50,0 C.G 1106-0 -100.0 +99.0 .99.9 + 5.3 -M,3 +91.4 -91.4 +97.8 $7,9 D,H +100.0 7106h +101}.0 -100.0 +100-0 -100,0 +100.0 -100.0 +100.0 -100.0 8 -7116" LAMI (31113"HS,.090 PVe, 3118"HS) C - 7116" LAMI (3116"A,.075 VANCEVA, 311V -M) 0 - 7116" LAMI (3116"HS,.075 VANCEVA, 31164-15) E - 718" LAMA LG, (31197. 114" AIR SPACE, 3116"A,.090 PV13, 3118"HS) F - 718• LAMI I.G. (3116"T, IMPAIR SPACE, 3116"143,.090 PV9, 3116"HS) G - 718" LAMI I.G. (3118"T, 114" AIR SPACE, 3116"A,.075 VANCEVA, 3114"HS) H - 718" LAMI I.G. (3119•T, 114" AIR SPACE, 311$"HS,.075 VANCEVA, 3116"HE emne+Es o -N, Wcy UPGRADE FTL-4311, 4312, FTL4527, 4928, 4538, UPGRADE FTL4527, 4528, 4529, FTL�4311, 4312, UPGRADE M-4311, 4312, FIL 4527, 4528, 4M, UPGRADE F7'L4527, 4528, 4529, OVERHANG i LENGTH OVERHANG HEIGHT NOTEM 1. IF USING THE 4PTIONAL LOW-RISE SILL (PART 10, SHEET 8 OF 12), THE OVERHANG HEIGHT MU$T SE GREATER TMAN THE OVERHANG LENGTH (SEE DIAGRAUk IF NOT, THE MAXIMUM POSrrIVE (+) DESIGN PRESSURE IS LIM ITER TO +50.0 KF FOR ALL STYLES AND SIZES OF THE DOOR A"D ANY ADJOINING SIDELITES, (REF. FTL.6941) �j�w�m'rs n,�p,nakA. r+`ory� 1t rorewnvawo�raxr D58MMESSURES - �( ALUM. FRENCH 7UC3 A SIDE L7gS11MPA.7 N"'OtFL ion A- LvIW; ffa-A.`P.E'. �wA FD7S17-._. [NIS 3 r i2 8dR0�71 L _ __ PLP.@_116a7115 MAX. WIDTH --I 05 314' MAX. HEIGHT ALL OX OR XO a7" MAX WIDTH 25" MAX OLO ALL X UN17S 1-i io 51s, MAX, MADTH 71 SW MAX VADTH--j -1445 316'PAAX. WIDTH QXX0 (SHOWING EACH VERSION 36 11 me, MAX WIIDTH 33-3110" MAX. DI -0-11 NQTES x xx 0 (FULL JAMB) I. COHFIGURATIONS WITH 810E LITIFSCAN BE EITHER NARROW JAMB Oft FULL JAMB VERSION. 2- FOR -FOR ANCHOR SPACING AND DETAILS SEE SHEETS R THROU43H 11, 3. FOR ve FiriCAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECT fOrgs SEE SHEET 0. am"r7w"m - fm inzy"odrim effpvbvt�qi- SCAW)t 04. 34M eARAOM 7WBNEET w ADM OWMAXT hal" . 45M ,ph 'k 11'" .30"� mv~)mk A - v _J 74 0 (NARROW JAMB) N Sjr (A -04 III ud 140!. 1 1111 0 F EOF ELEVATIONS .NCH 17WJ9 A SIDE LITE$, IMPACT rj A �P — NM 1 4 - 12 1 SWO-11 E A L E. FL P.E.v 5a7os VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD MAX. EXT15RIOR VERTICAL SECTION C NARROW AND FULL INTER tO VERTICAL SECTION B OUTSONG HEAD 4 OR 7 ORIGINAL VERSION TOP RAIL 21 'L (F� ALTERNATE VERSION TOP RAIL - WAX. DLO �OROG5INAL VERSION WT`M RAIL 22 A ALIERNATE WASION BOTTOM RAIL- VERTICAL AIL VERTICAL SECTION 0 OUTSWING SILL MTOW opt um an -49 =1 Sam DOOR & Mf Vir #Mwvci ofvoIrm LY1414 Na SMS to Jill L E K LY WOM12R.P.E. FL P.EAfi 58705 I OXXQ HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE —E�—* NARROWJAMBSIDE LITE H (AT HINGE JAMB) 10MONOLOGYDA mawma At UM =11m, amilvia, r-%jl6L- irmvpo JPWID, SIDE LITE JAMS SIDE LITE HMIZONTAL SECTION VETA&S 'Taw ALUM, FRENCH DOOR A SIDE L ITES. IMPACTsl A- LAkILUd, P.E. Four ifs B w f9 .062 T 1.160 1.000 .311 8,636 .04D050r T 05D 98006 6063 -TS FRAME, HEAD. JAMB 2� #8003A 0063-T6 #8004C 6083-T5 A #8008 6063 -TS #8007 6063 -TO AND S(DELITE SILL OUT -SWING SILL G) 08 SILL COVER DRIP CAP SCREW COVER T- 1:Z f .074-1 1.370 21000 -tv A L a636—( �o 6 01 1 3.990 #8009 6063 -Ts #8056 6063-T620 #8012 6063-T6 #8017 6063-T5 INSTALL PLATE 10 OUT -SWING LOW SILL STtLE- 23 TOP SWEEP .0751 1.93" —.100 - T 1.46 ---8,250 4A34 22 #6013 6063 -TS BOTTOM RAIL 0 #8014 6063-T5 TOP RAIL #8016 6063-T5 24 BOTTOM SWEEP 075 IA67 92 I - A 9.170 —8.250 -4 434 #80 13A 6063-T6 #8014A 6063-T5 #8015 6063 -TO &BOTTOM RAIL. LAG BOLT DESIGN TOP RAIL, LAG BOLT DESIGN @ ASTRAGAL rem rail mocwAm" EXTRUS)ON PROFILES L AFL aaffpm- ALUM. FREWH D -9 TMS T DOOR f SIDE LO pia sox lam —&1KPACj:.. -- 4p jC to, 10 ";TNTE YF A. LYN R. F.E. FL REI 5005 .AFL 1=7 2.260 j F, (176 #8021B e063.1-6 GEAR HINGE, JAMB J_ Qso ASS 2.922 #8028 6063-T6 SL HEAD TRIM 045 -A .442 741 .363 072P 28 #8,020A 5063-T6 GEAR HINGE, COVER 3.175---- i 125 vsvea -T #8056 6063-T4 SUBSILL, OPTIONAL .IT J046 #8022 6063 -TS 10 #8026A 0063-T5 BACKBEAD SL BACKBEAD c"affswo, ear U2 .075 T �tz d1 DO .140 (29 #8018 6063-T5 (8 #8019A 6063-T6 37 #803916063-T6 HINGE, BACK-UP GEAR HINGE, DOOR TRUSS CLAMP 1.000 L3.636 70 #80106063-T6 � NARROW SL JAMB i .750 Fi #8023A 6063-T5 7/16" BEAD 'a mmm"acyaRjus 12* W14 040 t7A37 ��my' '�Fj_ #8024A 6063-T5 I.G. BEAD .126 61 I rm5..j #8033B 6106-T5 FD ASSY BEAM 62 #8029 6063 -TS SL JAMB TRIM ALUM, FREAVOW DOOR & SVE LUTES, impAcr FDVM -12 scal", rwoccv rA Of :7 J8701i It A.L FLPX.#5S705._ 12"A LI 11' 11" 3' MIN. HEAD & SILL 11" 3" MIN, - HEAO 9 SILL t 1 ATYP. ANWOR ATYP. ANCHOR CLUSTER CLUSTER 10.671" (TYPICAL) (TYPICAL) 10.579" MAX, MAX. -�; JAMS ANCHORS `a'50a" JAMB � 1 QTY. HT. QTY. 95314"-(5) O.C. 96314"-(8) 96314"-(6) O•C' t 98314 -(8) 91314"-(5) 91314"-(8) 91314'-(6} (2)EQ, (9) EQ. 913N -(8) 87 914" - 5) 87 314" - (6) 8I 314" . S SP. TYP. SP. TYR 87 314"- (8) j 83314"-(5) 833/4"-(7) 033f4' -{S) 83314"-(7) _] 793/4'-(5) 11" 79314"-(7) 11" 79314'-(5)t1„ 79314"-(7) MTAIA (CONCRETE) DETAJL B (WOOD D_ ETA(L C (CONCRETE) TSEE NOTE6 �, DETAIL (WOOD) SINGLE PANEL SINGLE PANEL OR MORE PANELS) REC�ARCLITY (2 OR MORE PANELS ( APEN CIRCLED ANCHOR TYPES: ANCHOR TYPES: ANCHOR TYPES: ANCHOR Tt((f'*�: of ENCIRCLED 10112 2 0R 3 1 OR 2 ANCHOR 2 0R $ LOCATIONS ANCHORAGE SPACING REQUIREMENTS: Ia r+ov�r owmik 1. DETAILS A AND 8 ABOVE REPRE BENT ANCHORING OF SINGLE X DOORS, OR IND IVIDUAL SIDE LITE Q PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C ANDDAA- ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SI14GLE X DOORS, NARROW JAM B OR PULL JAMS SIDE LITE PANELS, FOR MULTIPLE -PANE[, YreRr i� INSTALLATIONS OF TWO OR MORE PAN"- - UNLESS OTHERWISE STATED, DIM ENSIGNS 4F DETAILS A THROUGH DARE MAXIMUMS, 2, ANCHOR TYPES, t - V14- ELCO ULTRACON 2.114" ELCO S84 CRETE -FLEX 9 -#1$ STEEL SCREW (05) ® CONCRETE SUBSTRATE USE TYPE i AT INV MIN, EMBEDMENT OR TYPE 2.A71 314" @Iu1SEDMEW. 1 314- MIN. EDGE DISTANCE FOR BOTH, WOOD SUSTRATS - USE TYPE 2 OR TYPE 3 AT 1310" MIN. EMBEDMENT_ 3. SINGLJr PANEL OONFIGURATIPNS: (DETAI, A, CONCRETE -SUBSTRATE. DETAIL B, WOAD SLWTRATE) HEAD AND SILL .,....6'?AAX. FROM FRAME CORNERS. JAMBS..,..................11" MAX, FROM FRAME CORNERS, 15,600' L7,4X- O.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.671 "MAX. O.C. WOOD SUBSTRATE (DETAIL 0)- 4. TWO OR MORE P.A1ti1EL C4NPIGI�JRATIONS; (DETAIL C. CONCRETE SUBSTRATE) HEAD AND S ILL.., .8' MADS- FROM FRAME CORNERS, AND AT 3' AND $' MAX. ON EACH SIDE OF ASSEMBLY BEAM ANDIOR ASTRAGAL LOCATIONS (CLUSTER OF 4). JANIBS..._W MAX. FROM FRAME CORNERS AND 18,600' MAX. O.C. 5- TWO OR MORE PANEL OONFIGUFAT10S : (DETAIL D, WOOD SUBSTRATE) .� `r III U0777 HEAD AND SILL. -8' MAX, FROM FRAME CORNERS, AND AT 3", 8". 9" AND 12" MAX- ON EACH SIDE OF ASSEMBLY BEAM ANDfOR ASTRAGAL LOCATIONS (CLUSTER OF 8). � •'� �t��Nsg' . �iSp PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS, REQUIRED ONLY ON PANEL VJIOTHS OVER 2T V4", JAPASS.....................11" 0.V1X. FROM FRAME CORNERS AND 10.671" MAIC O.C, * Na. b87D5 aw a [nii- w.wwc DZE >f 7MNMW ,Yr OSouFs2+1lFlliS�ivm'. — w.►r,e--..._..�--- s1ATCUF ix lyim 8, iEW"M1aNW0EFLW AWAFW0A'07i6it,]66. — _ "(:A" ', k n.xTxnF fava9Ed MWIOdYORJYB AIYCNfiR�iCiE 3Pr4C1NC _ ---- C4RSDa. ' „�,, _ cYwrc�o'nvervrro�lxrneour -- " imam ALLW. FRENCH DOOR A SIDE LITES, IMPACT ;awn— v,"c wwwaa Jti LYSIM'1GfZ(��I, P,E. f. !2`1JA74 f -T. 4/d4a6 -- •�� _ -- gGAfMna drtN -`O(LI FD }/4- 10 a Pi L BpDp f } E FL P.E.'S SR705 'A CONCRETE ANCHOR 114' MAX,NOTE 1MAX, NOTE S &;3rd KJ -JUIN'':_ CONCRETE'•., sEE 5.4 KSJ fyl1 •NorrR1 �'sCONCRETEs, TYPICAL SIDE LITE SILL (DIRECT T€7 CONCRETE) A CONCRETEANCHOR .'EMBED. SEE NOTE I 114" MAX. ,r GROUT, {p `S SEE NOTE 5�lr_ * - sEE 5.4 KSJ fyl1 •NorrR1 �'sCONCRETEs, TYPICAL SIDE LITE SILL (DIRECT T€7 CONCRETE) A 3.4 KSI MrI4. .'EMBED. CONCRETE,, NOTE 1 ,r WITH FULL ENGAGEMENT INTO THE ALUM, IF THESE CRITER11A ARE MET. THE PRESSURES SHOWN ON SHEET SAND ANCHORAGE SPACING FOR WOOD SHOI+UN '. 1 MAX. * - SHIM I& L5 CONCRETEANCHOR, SEE NOTE 1 WOOD ANCHOR, 114" MAX, WOOD ANCHOR, OPTIONAL EEEE NOTE 2 GROUT SEE NOTE 2 SEE 84 114' MAX- NOTE 5 GROUT SEE NATE 5 EBARED. 722000 3HE¢ 1 3l8" �4.s-'�— 3�j } tom{ 1 3's" 'M07E 1 M+, 2x qD, EE' -- MI.E8 OPTIONAL SIDE LITE SILL. TYPICAL, SIDE LITE SILL OPTIONAL SIDE LITE SILL (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUSSILL TO WOOD) EXTERIOR INTERIOR (ALL HEAD 8 SRL SECTIONS) 3A f<I PAIN t, EMBED. 'f CONCRETE' SEE �'' ", NOTE 1 MAX. 2% vvcm SHIM - SEE NOTE 3 TTt SEE NOTE 3 1 A CONCRETE ANCHOR SEE NOTE I J 1 w MIN. AlYirMxwlyr -LCrA - � awe t5 I N" MAX. SHIM `-- ,&WOODAWMR SEE NOTE 4% TYPJCAL QgOR & SIDE LITE HEAD NOTES, I. FOR CONCRETE APPLICATIONS IN MIAMF-DAVE COUNTY, USE ONLY MIAIM )ADE COUNTY APPROVED ELCO 114" ULTRACONS OR 114" SS4 CRETE -FLEX, MIN. DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1314". MIN, EMSEOMENT: 1W ULTRAC7N -1 SM", 14' SS4 CRETE -FLEX -1 314". 2. FOR WOOD APPLICATIONS USE 912 STEEL SCREWS (05) OR ELCO 114" SS4 CRETE -FLEX -I NMIN. EMBEDMENT FOR EITHER. 3. WOOD BUCKS DEPICTED AS lx ARE LESS THAN 1 U2" THICK. 1 x WOOD BUCKS ARE OPTIONAL. IF UNIT IS INSTALLED DIRECTLY TO SOLD CONCRETE. WOOD BUCKS DEPICTED AS 29 ARE 1 112' THICK OR GREATER. INSTALLATION TO THE SUBS'114ATE OF WOOD SUCKS TO BE ENGINEERED SY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (N{J}. 01410 4, FOR ATTACHMENT TQ ALUM: 714E MAIL SHALL BE A MIN. STRENWH OF 806345 AND A MIN. OF 118" TJ4IC9, THE ALUPA STRUCTURAL MEMBER SHALL BE OF A SIZE T4 '' Or trvs6 PROVIDE FULL SUPPORT TO THE DOOR FRAAAE SIMILAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOP BUCKS. THE ANCHOR SHALL BE A #12 SPAS 4 q : WITH FULL ENGAGEMENT INTO THE ALUM, IF THESE CRITER11A ARE MET. THE PRESSURES SHOWN ON SHEET SAND ANCHORAGE SPACING FOR WOOD SHOI+UN '. ON SHEET 10 MAY BE U SED. S. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER mATERIAL IS NOT REOU[RED. IF USED. NON•SHRWK, NON'•METALLIC GROUT, 3400 PSI MIN.. (DONE 8Y OTHERS) * - z MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NIOT TIGHT TO THE SUB5TRATE, AND TAANSxER $HEAR LOAD TO SUBSTRATE, '�1 '., t • 11 � w sriTF or + "......... ANCHMGE DETAILS �;�t`'••.cua'.�r.:'���`' svnareraArti. r eaan�.nEnvls..--- _.._ ++heair�rzsia>, ''• 14l0lVAL �;, KXJPi vasaavro,ana.oar Pa.earraza ALUM, FRENCH D" .S1TES, IMPACT ,, ,h +an hJ�V,yIL'LI=`li, P,@. rDELA. LYN8U00-7t _ E FLP,E.gb3706� EXTERIOR INTERIOR CoNc'RIETE (ALL EIILL SECTIOW)lwcwoR CONCRETE & ANCHOR SEE NOTE 1, "4* M",SHEET'll GROUT. SEE NOTE 5 SHEET 1L SEEN= I, SHEET 11 , �!.CONCRETE, TYPICAL DOOR SILL (DIRECT TO CONCRETE) SEE NOTE 1, SHEET 11 IMMAX FG051111T, SEE NOTE 3.614PET'11 WOOD !% ANCHOR_ IT '-- l'; 114"MAX. yl GROUT tlll SEE '31 r SWEET SEE NOW 1, MIN q OPTIONAL DPOR SILL (SUBSILL TO CONCRETE) TYPICAL DOOR SILL (DIRECT TO WOOD) Ah sm 10 NOTE 1, NOTE 1 SHEET I CR TE eA HEOR SEE NOTE 1, SHEET ii INTERIOR SHEET 11 {ALL JAMS SECTIONS) EXTERIOR 15 ANCHOR, BA KSI MIN. CONCRETE SWEET 11 3.4 K81 CONCRETE 19" MAX, SHIM SEE NOTE 1, SHEET 11 IMMAX FG051111T, SEE NOTE 3.614PET'11 WOOD !% ANCHOR_ IT '-- l'; 114"MAX. yl GROUT tlll SEE '31 r SWEET SEE NOW 1, MIN q OPTIONAL DPOR SILL (SUBSILL TO CONCRETE) TYPICAL DOOR SILL (DIRECT TO WOOD) TYPICAL DOOR & SIDE LITE JAMS WOOD AN $M NOTE 1, SH 114" MAX GROUT. SEE NOTE 6. SHEET 11 I MIN. OPTIONAL DOOR SILL (SUBSILL TO WOOD) CONCRETE 0N01 2 ANCHOR. NEOR. SEE NOTE 2. MIN. SHEET 11 [ 01�11 !Jl 2x WOOD, SEE NOTE 3. SHEET II IW MAX, SHIM k4W A Ion "raw4mooYaqw µ ANCHORAGE DETAILS ALUM, FRENCH DOOR & SIVE LITES, IMPACT L�47�2 - 12 8004 4I LLL ft"cota9vallp ;::ZVrft it vimw ----------- VON, &,.;Iii ST,,."TEOF 40- ......... "'tt/�S"/CINAL A. LYNOWeetli.. P.C. FL P.EV 58708 NOTE 1 SHEET I CR TE eA HEOR SEE NOTE 1, SHEET 11 J CONCRETE ANCHOR, SEE NOTE 1. SWEET 11 3.4 K81 CONCRETE Num CMU' �"-'- lxwOO D. SEE NOTE SHEET 11 114"PA4X-8IKlkl-- �— TYPICAL DOOR & SIDE LITE JAMS WOOD AN $M NOTE 1, SH 114" MAX GROUT. SEE NOTE 6. SHEET 11 I MIN. OPTIONAL DOOR SILL (SUBSILL TO WOOD) CONCRETE 0N01 2 ANCHOR. NEOR. SEE NOTE 2. MIN. SHEET 11 [ 01�11 !Jl 2x WOOD, SEE NOTE 3. SHEET II IW MAX, SHIM k4W A Ion "raw4mooYaqw µ ANCHORAGE DETAILS ALUM, FRENCH DOOR & SIVE LITES, IMPACT L�47�2 - 12 8004 4I LLL ft"cota9vallp ;::ZVrft it vimw ----------- VON, &,.;Iii ST,,."TEOF 40- ......... "'tt/�S"/CINAL A. LYNOWeetli.. P.C. FL P.EV 58708 M � CONTROL D�►DE e. irnN PRPRODUCTT COt+JTROY. SSECTIONOC3N 11805 S. W. 26 Street, lttwm ZO$ DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 331752474 BOARD AND CODE ADMINISTRATION DIVISION T(796)3t5-2590 1;(786)315-2549 NOTICE OF ACCEPTANCE (NOA) ,�ww.r�iamiclsde.eovlec�non�� PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOFF: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The docuincutation submitted has been reviewed and accepted by Miami-Dade County R.EIi- Product Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction (Af U). This NOA shall not be valid after the expiration date stated below. The .Miami Dade County Product Control Section (In Miami-Dade County) and/or the AHJ (in areas other than :Miami-Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the A14J may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RIR reserves the right to rcvokc this acceptance, if it is determined by Miami-Dade County Product CoiArol Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SII 3000" Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 300011-747, titled "Alum. Single Hung Window, Imp. (LM & SM)", sheets I through 1 I of 11, dated 47112147 with revision "B" dated 10/10111, prepared by manufacturer, signed and sealed by Anthony- Lynn Miller, P. E., bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. .1SSILE IMPACT DATING: Large and Small Missile Impact Resistant LABELING: Fach unit shall' bear a permanent label with the mmnufacturer's Martie or logo, cite, state, model/ series, and following statement. "Miami-Dade County Product Control Approved", unless otherwise noted herein. REVISION of this NOA shall be considered alter a renewal application has been tiled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an cadorseincnt of any product; for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this 10A shall be cause for termination and removal ofNOA . ADVERTISEMENT- The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This IVDA renews NOA No. 11-1013.18 and consists of this page I and evidence pages E-1 and E-2, as well as approval document mentioned above. r The submitted documentation was reviewed by Manuel Perez, Y.E. 1 ; 4"t �� , KOA No. 1 0726.02 M0=10111'c'outarrr Expiration Date: December 06, 3017 # Approval Date: October 18, 2012 jj .Page 1 PCT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRANk INGS 1. Manufacturer's die drawings and sections. (Submitted sander previous NOA No. 07-0905.02) 2. Drawing No. 300OB-7-47, titled "Alurn. Single Hung Window, Irnp. (LM & SM)", sheets 1 through 11 of 11, dated 07/12107 with revision "B", dated 10/10/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous .NOA No. 11-1013.18) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC:, TAS 201-94 5) Cyclic Wind Pressure Loading per VBC, `1'AS 203-94 6) Forccd Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of a. series SH -3000 aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report :tilts. ATIFL-72154.01--4111-18, dated 08/21/07, signed and sealed by Joseph A. Reed, P. E. (submitted wader previous NOA No. 07-,0905.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC--2010, dated 11102/07 and updated on 10/07111, signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA IV& 21-1013.1 S) 2. Glazing complies with ASTM El 300-04 D. QUALITY ASSURANCE 1. Miami --Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas* Interlayer" dated 08/25/11, expiring on 41/14/17. q.- 4 j ka- UUL� - ?Manu Ya- , , __' Product Control xami er NOA Pte. 1 6.02 Expiration Date: December 06, 2017 Approval Date: October 18, 2012 E-1 PGT Industries NOTICE, OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and complying with the FBC -2010, dated 07/25/12, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independence, dated 07125112, signed and sealed by Anthony Lynn Miller, P. E. . 3. Laboratory compliance letter for Test Report No. ATIFir72154.+01-401-18 issued by Architectural Testing, Inc., dated 08/21107, signed and sealed by Joseph A. Reed, P. E. (Submitted ander NOA No. 07-0905.02) G. OTHERS 1. Notice of Acceptance No_ 11-1013..18, issued to PGT lndusuies for their Series "SH -3000 Aluminum Single Ilung Window — L.M.1. ", approved on 12/08/11 and expiring on 12/06112. Mauve Fere Product Control Ex ine N@A No. 12-0 . 2 Expiration Hate: December 06, 2017 Approval Date: October 18, 2012 E-2 GENERAL NOTES: LAFtGI= AND ShMALL MISSILE EMPg!SINWL qkl NG WlN[)DV!d 1. GLA7JNG OPTIONS: 7HO" LAM INATED GLASS CONSISTING OF (2) LITI S OF 8110' HEAT BI'HE;NGTHENED GLA53 WTH AN _090 DUPONT SENTRYQLAS PLUS IINTERLAYER, 7, ODNFIGURATIONS; 'Cr 0(1, ORIEL), TOP SASH REMOVABLE. 3. DE'819N PRESSURES; (SEE TABLE 1) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASAI E 1300-02, 5, POSITIVE DESIGN LOADS BASED ON WATER ANO STRUCTURAL TEST PRESSURE AND GLASS TABLES ASTM E 1300.02, 4. ANCHORAGE; THE 331r^ IsTRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS B THROUGH 10 FOR ANCHORAGE OEfAIL8, S. SHUTTER REQUIREMENT: NONE REQUIRED. B, FRAME AND PANEL OORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET, 7, REFERENCES: TEST REPORTS (ATI) 72132,41.449-18 ELOOTEXTRON NDA; 04-0721,01 ANSItAFSPA NOS -2001 FOR WOOD CONSTRUCTION ACM,2005ALUMINUM DESIGN MANUAL 8, THIS PRODUCT HAS BEEN DESIGNED G TESTED TOCOWLY WITH THE REQUIREMENT$ OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8, FOR CONCRETE OR CONCRETE BLOCK ApPUCATIONB IN MWdI-VADE O[NJNTY, USE ONLY MIAMI•DAGE COUNTY APPR"D 6115' ELCO TAPCONS, MINIMUM OISTANCE FROM ANCHOR TO CONCRETE EDGE I$ 9 15•. ANCHORS SHOULD NOT BE INSTALLED MTHIN W OF EACH OTHER, FOR WOOD APPLICATIONS IN LALAMI-DADS £ALN", USE V14 MOD SCREWS, SCREW THRI5," MUST BE COMPLETELY EMBEDDED INTO SMSTRATE, trio" ROM. T18" HEAT STRENGTHENED GLASS .480 DUPONT SGP INTERLAYER - 311W HHEEATT STRENGTHENED QLAS�S, V I 1 &' GLA ! !g I*IM L PICAI.* TWA PDE[t WH} A. Added Anchor Elevvftm. nwA, nataa for LC =noted Tehla 1, r9drew gla2ing dotal to DEBXi1E� Tarts i. GLASSTVPE POB7 -N au +11AAI*9,24.0 DIE80N PROSLJRF MAYBE: LLVi►1'ED BASED ON nNCF1DFt 1tPE USE— SEEAt•ICNL3R =1ABLE8 2, 3 AND 4 ON ISHEETS 8, D AND 10. 661!8' MAIL %MIDTR S' MAX. -----T S" AMAX. 4'IrIA7t.YY „h114X. F f 5,5" MAX. 6.6" Mo. IaaommAML Aare NO ooMld +L 04A4 A60'VI3 A'NGHDGKVM 0001M.8REPERTO AM K M SPAC1NIX FOR &A*TMEC 40PAGII I% GUIREMWTO. PLEIAIEB ea lm awl.08EID 8HIMTS DETAIL A alvw 1 NTS 1 I r 1i NOA DRAINING MAP SHEET GENERAL NOTES.............1 GLALNG OE1 Aits,__._......_ 1 DESIGN PRESSURES._,,,,, I ELEVATIONS ..................... 2.3 VERT. SECTIONS ............ 9 HORM. SECTIONS ............ 3 PARTS LIST ....................... 4 CORNER DETAIL...,,,,„,,... 4 EkTRU$IONS.................... E ANCHORAGE .................... 5-7 ANCHOR QUANTITIES__ 8.14 EGRESS CHART ............... 11 Rria'Wro .s FiM rile MlurnL7 PKMUCT R8uIs6D a oompllftAlea q'e8kridl ii Ildlne coat t F2 try e lruaon 0 * ' No. 587U5 * J s Q'' stA OF A. LYNN Ufumt: t, P.E, FL P.E,#88706 VfPr7 NY Paylght Opening WMh - w;- Day%ht Opening HkwQt4 - VYlricbw Height —40 lAr MM VAM— - w —40 W MAX, RXED SW OW- Above W-Above rwmLdEs are for bogs bap and boftm s031110%, Und OM for ftm spilt windows. I m" FWD sw Eta 40 ACMM MM, OW pd 1 7 NOTES: I. SEE SHEET 8 FOR VERnm AND HOMOPMAL SECTION DETAILS, 2. SEE SHEET 4 r -OR OWNER DETAIL %AEVUS AND BILL OF MATERIAL, 3- SEF S"EET& 6 THROMH 10 FOR AHCHORAOS INFORMATION, M= -- I IA. Added t..ula for dauttle caldulaffens 114, - rmm 40W MAX &%N DETAIL A 01 w AM. MMGHT 2 # It AsWit6 mid; MODUC111F.1411UM lot' .Mlmlagilcl A. Lp'e, PL Pla BBY06 HEI H7 14 57 AGTI'VE SASH ' EXTERIOR 12 TYPIM DOWER T TYPICAL UPPER^ CORNER DETAIL PORKER DETAIL INTERIOR —MAK. WIOTI+ ^ .•...... — . SECTION S -B IrC ) 7 ANCHOR PLATIP ,17� f �^� FOMLE JAMB J_ _ FEMALE JAM 1 I INTERIOR* _ I 17 ( 2012 29 I I I EK,9 32 I ` —r MAX, SASH OLO (FIRED 8 ACTIVE) . j VWDTH - - 25 31 L — — — — — — — — — — — — — ^— — — — —� (SEE NOTE 1) ALT. SECTION B -B OPTIONAL ANCHOR PLATE & FEMALE JAMB SEALANT OR GASKET VIEW C -C PROTA ICT RP.Ih:hWED as ce"F!p'�g the FlMdU 13er1:AlY?C,0? r.y +4uucrimliu Nu j PS OWC-If ftVi laa na mpeg,lrtl�*1tl1 Me PlWidp Beltdlna Code .MIN Dire I 12 BY bpn: a ImCar u ::1 NOTES. l {SEE NOTE 2j h '� t. rm BOTTOM LOCKS LOCATED 4- FROM EACH SIDE OF VENT, Stitt E ONN am .I j L J 2, THREE 1"X W' WEE.F'HOLE$ KOUIRED, TWD AT 9.24" PROM END OP SILL, AND ONE AT MIDSPAN. rM END WEEPHOLES MAY BE USED IF THE WINDOW IS 34" OR LES$ IN WIDTH. ' 24 SECTION A A 3. THE OPTIONAL ANCHOR PLATE IS TO OE USED WHEN SPECIFIED BY TFIE ANCHOR QUANTITY - V CHARTS OF PAGES 8-14. JR 6Y28A7R A New n94BS and drawing h"irAneNor N`IBI& 111dJe0 ago - °1" sir ►+ ` gtHse C!F 1+ '�ti jofthw tea"and MD dom oQwr e, com oWd [it 1G awRenlou?aratalae .SLC710N6 ;J,( r toee?I` ' E�19 tl<770pldIB.FLa44t6 E C'' {")/'•y•k•`.• r'q�'. EVY�tyfa s pro r Poresvl,ear ALUM. SlJVOLEi�RJMQ INlND4W tMP 'fid UfklLYJ� Vol za7 Jl� 7it9YC8' M4rudWSFI>utara Berra 6Fi p+ Zig 8 *+ 7f i90Gf187-07 a A FL6PE45035 E TABLE 2, # Dwg # Description �A 3 33 % 1 .13002A ... Fr6n16 Equal Len) 2 13M Fmms3111E 1L 3 13004 Frame Jamb ual 4 1 1t Jamb Trial CovedSa®h 3(op_ 5 19044 Hoed$ rewCowr 34-) 4DS3 Sdance Cover 7 13110 FsmalaJeft 9 1 13139 _ Track Cover / 10 15611 S s4 #iQ x 1.26r' PFI 11 IM +r%p_ 107 X 4210 Fs i BOTTOM SASH 12„ 1910A 8111, 818"x.19Q PaemBulb 13 130ps Tooaah $ Rail r 14 190 Teo Saah eatbam tReiI 16 19407 Seeh rda Ralf 16 19012 64edlr�yj 7118 / 17 1213RWa4D. 2W x.190 R—Out, 18 122 mad 4Ygtp. /r 24 131 _ Ant9laTPie6e 21 - 1308 Interlock CFO 22 13026 0110pa Walp 24 '16th 9efHs O n qW1 F'own 80 PPi 23 1614 Mna Ologko, k 1.130 27 &ass � 28 _ 13042 %MM $891, Top REd � J -29_ 18041 8altam Se9h 6oUom ReN ' Ra �[ rr_•[rnr:r o'.�, 31 130$? MoUom Look ,ws617o:s a ia, stir 32 1089 Br+llonl Lack &pft 41 rluila ui. n: �IAI-4,-r 33 Sash Top4uldePout146x3r4PhPFISS35 13071 860TGp Gulds(Le@) 3$ 1307$ Sash 70p Gkdde [Rk7M)42'l+adc- 37 131 Mounq CBp,._.. Sash ecR6on10ulyt��,Rl hl 41 _ 13079 Sam 16om CµltieI ai1�._^ 42 4020 Belancw 43 -,13069 Tcm RAI Cw-&X49 ` 44 13007—� Saturn LII Ftall Co RI h pkiWUCl 6tuL'Y45S0 4fi 180 - 80.6 -- .. BalllQmi ©� w t#baa9ib11rct7sA89 47 41 6 oaiawell Uwm LIR e�ance� 21 TOP SASH Ac p mw I 49 #14 x 314 Ph FI So 86 wiwiAn Dam' 56 1270 � Extruded 5enwn Frarns X34 Baa »osacr 07 81816 SCr9en CSWh 58 .1236A T >romar {gXs $B 145 $Algrn Comer 86 763Er Serssn B Ihs r 51 I i 97 1073 cneen5 n 4$L�fAN A11 •r H7- Slo.aww am 5� IA. : SSit$Of �. �w amrn. arssroe ,aao,eawo►oarrwa�>• PARTS !l$7'B FRah�E NES li CJE�TNt .,gyp s opt;?", J. ! 9 M 7Pa9riS1H? MOkaMlmfla+9rs v% ALUM. SAMA Fit" N MDO Imp. JN��Ml4fSsr(31a�`�,, PA. urYa A LY�dr OLUN P.E. J1L Gtlt4 uC . T/1$aT MCMVEOIIR FLb44Ya V$f Bbl+w �tsan9 ArM d w 4f APC%ft7 a PL P.E.#5BT0S cam -1 4-370 64-- _075— .07r, 17 1,375 L -.07 1.904 I T Tj —.076 1 1992 im5 -DOD t��t_450 ID FRAM03 FRAME HEAD 02 E SILL FRAME JAMS JAMB SASH TRIM CQ(5DAD RI HESCREW o! STOP COVE' 3.250 FEMALE JAMS lama 40 1.222 16 BEADINGTAB —DOD 1,222 1,) BEADING011B Added part 17 a, 4.206 3%91 co) TRACK COVER 200 ANCHOR PLATE ATS 2.826 1462 ',,�TOP SASH TOP RAIL f 1.02 2.825 18048 .075 TOP SASH 4 BOTTOM RAIL 25 256 ELM 1.062 BOTTOM SASH BOTTOM RAIL 1,082 1.721076 LAE] - I I 1=2 I- 15 SASH SIDE RAIL BOTTOM SASH 29 BOTTOM RAIL A4Z .062 -wo T Sol BOTTOM LOCK ,--I A&D .050 (!) BALANCE COVER PW W L 017 UP e1 wmW3lnii Kith the PIoAdR X710 Cd1 `6 A. A"IMIlifttA , 'P,E, FL Pal 86746 CONCRETEANCHCR 6116' TAPCON &SOWN —\ {SEE NOTE 9, SHEET 1} CONCRETE, 35% PSI MIN, -1 I 19118' MIN. E.D. 1W.CRr DETAIL A CONCRETE OR CONCRETE BLOCK {SUBSTRATE NOTES. CONCRETE ANCHOR 5+16" TAFC' SHOWN Ism NOTE 9, SHEET ij 1 small Mim OONtTiETE, 85D0 PSI MIN. (n,D,TYP. 7CfF ERMR 9 q '. n ' i & ° MIN. b EMBED. MAX. — MAX, SHIM SHIM WTERICR DETAIL B CONCRETE OR CONCRETE BLOCK SUBSTRATE MTH IX WOOD SUCK, SEE NOTE 1 TYPICAL HEAD ANCHORAGE WOOD SCREW {SEE NOTE 9, SHEET 1) DETAIL FLtOriSltil fzVl'Xkkl F0 M1ssikPla:'n�o N'rli iiu 4hpda 2X WOOD BUCK OR DIRECTLY INTO perpxcc -k�_ _ WOOD FRAMING, SEE NOTE 1 7, WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUMS WHOSE TOTAL THICKNESS IS k0e THAN 1 112 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN EE PNSTALLED DIRECTLY TO SOUP ODNCRETE. WOOD BUCKS OEPFCTEU AB 2x ARE 1 112' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO 136 ENGINEERED BY OTHERS ORAS APPROVED 13Y AUTHORTf' HAVING JURISDICTION, 2, FOR ATTACHMENT TO ALUMINUM: TME MAYERIAL SHALL. B£ ARHIMU04 STRENGTH OF 9063-75 AND A MINJIMUM OF Va" THICK, THE ALUMINUM STRUCTURAL MEMBER SHALL HE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWM INTHESE DETAILS FOR ?x WOOD SUCKS- SHIMS MAY NOT BE USED, THE ANCHOR SHALL BE A 014 SHEET METAL SCREW WITH FULL ENGAGIV VEN f INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVIE DESHM PRESSURES, ANC>• WA 3E SPACING AND QUANTITIES FOR A Ou WOOD SCREW MAY BE USED. 3: ANCHORS ARE NOT REQUIRED AT THE SILL, '—AlRas 1* 1� A. merges! andlora to 5116" Teponn and wood eorew, � � � SOTN7Wa LgjLpLs OlMIE �iY��7&Iri S rernered CMU.optbn irom dcrall, ma.�i Noma, ooaraCt9d xq,��y i� Mal ilgA11N iVi ft 8Dt7Li8-7-07 PRODUCT REVi35D us �AYil miihtba FEnl to 2 uiadi4g 1 c i�nti6r eI7v0o ea Faadixl a� �vNN J41�{- , �. 4 A. LYIA1NllILllltkl, P.E, FL P.EJ 5SMS EGRE$S.N.OTES: i FLORIDA GUILDM CODE. REQUIRES 20- IN WIDTH, 24' PM HSIGHT, AND 6.7 SOLKRE FEErOF CLEAR OPMNG (6,0 SQUARE FEET ON GFOUND noom To MEET mREss Rr=Qu iRaMENTS. :Ur Fr.r:,. 'AYUCTREV)SID .;mrro?ftw*IMhoFImid& EXidralino D. wow I C "'I"t VIM 464 , .1 .......... Spodkd FSC yw ay. RT 147M AIL 8"La HLM MA'DOW ----4 *=FL'*%" V*A* A. L-Yk MW M a FL P.E.# 6=5 ANCHORAGE NOTES: 1. ANCHORTWES: 4 4 4 A 4A A # a d b a 4 a 4 a a 6 # NCIi P OF OF ANCHOFt9 M-4— 2 2 9 2 2 2 2 2 z 1. z 8 2'z 2 31,4 s a s$ 8 $'iI 1_1 3 4 3 d 8 a 4$ 3.4 3-4 a d b°B 8 ANCHORAGE NOTES: 1. ANCHORTWES: { 1- #14 WOOD SCREW. STEEL (05) 3 ANOHOR PLATE, ITEM 20 {FEMALE JAMB, ITSM 7) �VAJ 2 - Wit' SLCO TAPCONS wro JAMS ANOM PLATE TABLE KEY_ 29 -51`18` ELCO TAPOOM G ANCWR PLATE, ITEM 2a (FEMALE JAIM, Liu?) 9 - W ELCO TAPOONZI R ANCHOR PLATE, ITEM W IF EMALE JAM% ITEM 7) # NCIi P OF OF ANCHOFt9 BEAD MUST [3E INSTALLED IN 2 ANOH4R L41Ci4714N3 ARE BASED ON THE FOLLptMINp TE$1ED PIM1IENSIONS AT FULL DP. 2 THE READER HEAD - V' MAR. FROM TOP CORNERS 2 s 16" MMANCI1ORT4 ANCHOR # OF ANCHORR 1 # 4R ANCAIORS 4WS8 - 5 W MAL FROM TOPAKY[TOM COPMRS THAT MUST BE _THAT MUST BE IV WX ANCHOR 70 ANCHOR INSTALLED AWVE THE MEE.TINb. kAIL INSTALLED BEL= THE MEEnNG RAIL 13' MAX, ABOVEISELOW MT(a. RAIL SILL - ANCHORS NOT REQLARED. & ample PA.L 'ice wow I NTS 170 *• 1t E X0019-7-07 rl$�6ack �lhikh 1 ' ai Wmllisuu n:hc t In[141- mildiw Cud. imouucrldzrtxwi+ M tom'.PLYwv wiH+.lht FIOd� BalMhii01'=12 eY as a mvu _ � *aft •`w�. y ;Ac. a 2 u'StCsNA�-,+� A. L4rh1dl'P. E. FL P.L.0 IS8MS TABLE 4. HEAD S JAMS ANCROR QUANTITY HERDTHAT MUST BE FOR OMIN PRESSURES UP T00405 PSF 2 _2.._g_ THE HEADER 0 OF ANCHORS, # OF ANIG DORS YR47 MUST BE' S TVA THAT MUST Be CL INSTALLEd THE MEETINGIL, THE MEBTIN IL V M h� � 2 2 2 2 x 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 221. 2 2 2 2 2 2E2 2 2 2 2 212 2 2 2 2 3 3 3.3 3;3 3 3 3 9 8 3 9 3 3 8 9;3 3 3 38 9.3 3 3$$ 3 3. 3 3 3 3 3 Z 3 3 3 3 3 3 3 3 1 3 S 3 8 3 3 2 3 3 3 f ... 2tx 2 2 2 Z a 2 - ....... 2 2 x;2 2 x .. , ... .. .......... ....... 2 2 s a sl3 a.3 _ _ ...... 3.3 _... a 3 .. ,.... .._. _... _.... 913 9$ 3 3 l I 3.3 3 4 3 a 3!3 .. , ... 3'3 3 4 3'3 S 8 3 3 3 3 3 3 3 3 3 3 3 S 3 S 3 3 3 3 3 3 3 3 3 3 212 212' 2 a 2;2 2 2 '2"1"3 2i2 '4i2 a 3 a:3 3i3 9$ 3a`3 3i.3.4..a S;3 3 S 4, 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 2 2 2 x 2;2 2 Z 2 x 2 3 2�2 a x 8 3 8 4 9'8 8 3 3':3 $14 $ 3 3 3 3,-4 4 5 3 4 3 4 3,4 4 4 3 x 3 4 4 4 4 4 41, 4 4 4 4 # 4 4 4 4 4 5 4 4 4 b 4 4 4 a 2 2 x 3 2.2 2 2 2 2 2 3 2 2 3 2 3.3 8 4 9 8 3.3 3�3 4 8 3 4 3 4 3 4 4 6 3r4 $ 4 3 d: 5 6 3 4 3 4 4 4 4 4 4 4 $ 4 4 4 Br 4 41 4 4 4 4 4 4 5 4 4 4 $ 2"'Z 2 3 2 x 2 a 2 3 2F4 2 3 2 3 3 3 s s 3-173-3 3 s 4 "4'j'6-- 3i4 3 4 3 Q 8 T 3 5 3 5 4';G s ;" 46 4 5 4 ; 4 4 4 4 4 5 4 4 4 6 4 4 4 B d 4 4 43 4 4 4 i a 22322222:32'4237 _ _..._.._.._...._ ........._._. $3:385339384aI433494.s�6..�..T...a.s9.54 .__..-._. Sas ......_._. 4645 ..-.._ ANCHORAGE NOTES: 1. ANCHORTYPES., 1 • #14 WOOD SCREW, STEEL(G*& ANCHOR PLATE, ITEM 20 (FEMALE JAMB, ITEM 7) 2 - 611(r ILOD TAPOONS VWO JAMS ANGOR PLATE 2a-'5MI r ELCO TAPCONS & ANCHOR PLATE, ITEM 20 (FEMAL@ JAMB. ITEM 7) 3 -114" ELCO TAPCONS & ANCHOR 7PLATE, ITEM W (PENIALE JAMS.ITEM T) 2. ANCHOR LOCATIONS ARE 9ASED ON THE FOLLOW TESTED DIMENSIONS AT FULL DP. HEAD- 4• MAX. FROM TOP CORNERS 1M MAX ANCHOR TO ANC 14OR JAMBS -S W MA)L FROMTOPIBOTTION CORNETtiS IV MAX ANCHOR TO ANCHOR r MA)L ABOVEiSELOW MTG. RAI L SILL - ANCHORS NOT RIAWRED. table We. sOod aumple RAQ M FLI.BtY. TABLE KEY; BROW I NTS 9 -Off I WM-7-aT' m xmulli r.' aili:: a :�i31r•La 1'AOtlt 1C1' 7t6V I'.Ih7! ee cou,Ni4*b�ruhae FlmJtle tluBdins t�+dr noayatmxi`b " Enpksilmr 17aC 1le.�eaaaatIral C* i V fto to e /to A.lrY�IVtf4Ail.L��� P.E FLP.E,#.W? 1S 0 OF AN04ORS HERDTHAT MUST BE INSTALLED IN 2 _2.._g_ THE HEADER 0 OF ANCHORS, # OF ANIG DORS YR47 MUST BE' THAT MUST Be INSTALLED INSTALLEd THE MEETINGIL, THE MEBTIN IL BROW I NTS 9 -Off I WM-7-aT' m xmulli r.' aili:: a :�i31r•La 1'AOtlt 1C1' 7t6V I'.Ih7! ee cou,Ni4*b�ruhae FlmJtle tluBdins t�+dr noayatmxi`b " Enpksilmr 17aC 1le.�eaaaatIral C* i V fto to e /to A.lrY�IVtf4Ail.L��� P.E FLP.E,#.W? 1S 3. READ & JAMS ,AAI INCIR 0 -01 ' 1 7i 10'MAXA14CHORTOANCHOR i: #OFANCHMS AWS • 51t2" MAX FROM TOPMOTTOM CORNER$ MAD THAT UU671 BE 18' MAXANOHCRTOANOHOR_2 111STALLED IN 8" MAX. ABOVE OELOW MTG, FWL THE HEADER BILI. • ANCH04iS NOT REQUIRED.2 g ' _ 1 3 j_ -I I MEETING RAIL 1 THAT MUST BE_., THATMUBTISE GANCHOR$ M11i TALLD 8�45�E IMITALLED BE TH@ MEEETING HAIL ai N itisV5 MEETING FLAIL N Nq .1i 4`F 2 2 2 2 2 2 2 2( 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2i2 212 2 2' 12 212 2 2 313 3 3 3 3 S S $iS 3�3 3 3 3i3 3'3 3�3 $ 3 $I3 3�3 3 4 9 x 8 3 3 3 S 3 3 3 3 3 3 3 a 3 S 3 3 3 3 3 3 3 3 3 3 2 2 2'2 2 2 21 1232 2 2 2�2 2 2'9'S 31$ 3$ 3:3 3 3 3 4 3 3 3'3 S.3 44 3.3 3 3 3�3 4 6$$$ 3 3 3 3 $ S9 3 3 3 3 3 8 3 S 3 3 3 3 3 3 3 3 3 3 2,2 2 2 2 2 2 2 2 2 2 8 2 2 2 2 3}..3 3(A 3 3 3�3 3T3 314 3:a 3I3 313 4 6 3 4$ A 3I4 4 B 3 4 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 A 4 4 4 4 4 4 4 4 4 M 2 2 2 3 3 2 2 2 22 8 3 2I2 a x,31$ 31413131 33 3 3 4:5 3 4 S d 3 4 4 8 S A S 413: 4 618 8 4$ 4 4 4 4 4 4 4 4 4 4 4 4 5 4 4 4 8 4 4 4 0 4 4 4 6 2 2 ,2 3 2 2 2 2 2'3 2 4 2 8 2 8 5 3 3 5 313 $ 3 3s4 4 tB 3:4 314 3�5 6 7 8 6 S S 4 15]"T" 4 5 41.5 A 4 4 4 4 4 4 4 4 4 8 4 4" 4Lii 4 4 4 7 4 4 4 7 2 2 2I3 2 2 2:2 2$ 914 215 213,3 A A B $IA $ 4 E 4 i 7 3�5 4 5 5 8 4 6 4'S 4:64 4 4 4 4 4 4 6 4 i 4 $ 4 4 4 4 4 4 7 4 4 d B 2 2 23 22 222 3 3 5 2'S 2 3"3 4 4 8 9'14 8 4 3 5 6 7 36 A b 6$ A 6 4 0 d�$ $$ 4$ 4$ ANLO•HQRAGE NgTES: 17 1, ANCHOR TYPES' • I - 914 fIY�1OD SCRLNV, STEEL {G6) & AWCHOR PLATE, ITEM 20 (FEMALE JAMB, ITEM 7) 2 - 6l15^ ERGO TAPCONS WK) JAMS ANCOR PLATE 2e ,6/16' EILCO TAPC ONS A ANCHOR PLATE, fr9M 20 (51 -=MALE JAMS, ITEM 7) 3 -1 W ELCO TAPOMS 81 AMHOR PLATE. ITEM 20 (FEMALS JAMB, ITEM 7) 2. ANCHOR LOCA110M ARE BASED ON 171E FOLLOWIING TESTED DIMENSIONS AT PULL DP. HEAD - 4' MAX FRO m TDF CORNERS ' 10'MAXA14CHORTOANCHOR TABLE KEY: #OFANCHMS AWS • 51t2" MAX FROM TOPMOTTOM CORNER$ MAD THAT UU671 BE 18' MAXANOHCRTOANOHOR_2 111STALLED IN 8" MAX. ABOVE OELOW MTG, FWL THE HEADER BILI. • ANCH04iS NOT REQUIRED.2 g ' _ 1 3 10 OF ANCHOR$ p OR ANCHORS MEETING RAIL 1 THAT MUST BE_., THATMUBTISE GANCHOR$ M11i TALLD 8�45�E IMITALLED BE TH@ MEEETING HAIL THE MEETim 1 RAI Changed table tlHe, Ya H"m aaaaraeoq%rL 42M _EXAMPLE: - ' K125''X g'I.12E' WINUM USINGEI U'MASONRY 4°- -.-1 I-• 18 ANCHORS. NO ANCHORPLA•1E, � INT 4 CCTIORETte. 8 HORS _ bARIC1om TEINHEADER g ' IN JAMB, ABOVE MEETING RAIL 1 GANCHOR$ IN JAIAB, BELOW MEETING FLAIL 4`F i`+--60.125`—• •- 4illA4{. Su1K32SNtm IMVANm Aw. A N78 8 r 11 SDII@!4.7.a �,�I_tis rtr rkimuclbwvk .D 09 almplrlogHtJd1 IltsPtg4lde 8rlldin�[Slds ADOCpdpPS� Ns YINIIDT Aqb - L�7i adellod ',%ti',, ,.10 N 4d�( 4 �`��-- 858 OL 0 4: A, LYNIa11NtLE1dt; P.E. FL P.E.OBS706 WA CMU. 1600 PSI MITA. OR ..... .- . 1914"Mit.9MOE0. 041 MAX (1cIamPSI MIN. OR SHIM CONCRETER, 3500 PSI MIN, ° CONCRETE ANCHOR *,^ v 5118" TAFIDON SHOWN j ! (SBE NOTE 4, SHEET 1 } I Y i a'b 1 9116 MINI E. D.,T'YR C7ETAk E CONCRETE OR COI'ICREtE BLOCK SUBSTRATE WITH 1X MOD SUCK SEE NOTE 1, SHEET 6 TYPICAL JAMB ANCHORAGE WITH ANCHOR Ekffg. 1818" 114" MAX,..,. SHIM DETAIL IF FX WOOD (SUCK OR DIRECTLY INTO WOOD FRA9.AING, SEE NOTE 1, SHEET 6 J. 1,04" MIN, EUGE DISTANCE WOOD SCREW (SEE 1407E 8, SHEET 1) XA)L' I'RuN^Wha� CMIb 1649 PS( MIN. OR 1314`',RETE, MIN. 1 3WLIN. EMBED. CONICid° Ot . . 3WO PSI 4"MAX. nk4ug . G MIN- EMBFIS. cRax:wa t'o SNINI 91� C O4 A3 MINOR xiPalc � 114'MAX.51-IIGi- a•• "�r--. OONCPONCRETB.35At4PSI MIN. aft CONCRETE )1NKB' , `" to, 'v CONCRETE ANCHOR, 6118'7APGCN SHOWN I 5116' TAPCON SHO N•1 htIN11t7N� ° (Set NOTE 9, SHEET 1) (1 . (SEE NOTE 8, SHEET 1) NOTE. r: 7`" THE ANCHOR PLATE 1MT 8E V U650 MEN INSTALLING VRcxstrcr[tGVISGIs • •.. • �'' 19H8i MIN, ° WTO:W10OI yw�e�theDlodAle E. Q., TYfs. v 1911$" MIN- _.� ' .. ............._ _.. bovW10C D„ TYP. M - I odu"u 2 EXTER • _., 1. lwaip aAe CalgtF DETAIL D_ [DETAIL E CONCRETE* ORIOONMETIE BLOCK$UBSTR4TE CONCRETE OR CONCCRETE BLOCK SUBSTRATE WITH 1X V K= BUCK. $ES NOTE I. SHEET a y 1Y11N M/4 �`rL TYPICAL,4AM8 ANCHORAGE WITHOUT ANCHOR PLATE z * : No. 5lfrea A. Changed arauyors b Sit S' Tapoon and uNoo9 acYahY, �1A AU ANOW �atp TAaf+rmuoorr A>puuS AIIIC:tlOR4 t71lr l/W! x ~'r,j ' •. lel • ' • added anoWr ploto dra IrVo. moved notes ROItbM10.FL ?Loa Ptl9rrirnma /4fi , °S ii tIVI1I llw M96F! AS'A!7! NI stein Nsap11.III.r�Bnri �.r: A,Cfhlhl�ryY444'�;Ey aR e34l81?T 7Jt w 6"mh1%5 7 + 1 f 900 -%D7 Q PL P." 10700 13�„ CONCRfTE, 3GOb PSI CAIN, MIN. EMBED, 114' MAX. SHIM °, r �'• v 00NCREfEANCHOR, '._. allg' TAPCON SHOWN (BRE WTE. 9, SH5ET 1) WWI f •a. .. c 1 BNG" MiN. E, a, TYP. EkTERK3R �Iltl JG DETAIL-- D CONCRETE OR CONCRETE BLOCK SUBSTRATE ..... .- . 1914"Mit.9MOE0. 041 MAX (1cIamPSI MIN. OR SHIM CONCRETER, 3500 PSI MIN, ° CONCRETE ANCHOR *,^ v 5118" TAFIDON SHOWN j ! (SBE NOTE 4, SHEET 1 } I Y i a'b 1 9116 MINI E. D.,T'YR C7ETAk E CONCRETE OR COI'ICREtE BLOCK SUBSTRATE WITH 1X MOD SUCK SEE NOTE 1, SHEET 6 TYPICAL JAMB ANCHORAGE WITH ANCHOR Ekffg. 1818" 114" MAX,..,. SHIM DETAIL IF FX WOOD (SUCK OR DIRECTLY INTO WOOD FRA9.AING, SEE NOTE 1, SHEET 6 J. 1,04" MIN, EUGE DISTANCE WOOD SCREW (SEE 1407E 8, SHEET 1) XA)L' I'RuN^Wha� CMIb 1649 PS( MIN. OR 1314`',RETE, MIN. 1 3WLIN. EMBED. CONICid° Ot . . 3WO PSI 4"MAX. nk4ug . G MIN- EMBFIS. cRax:wa t'o SNINI 91� C O4 A3 MINOR xiPalc � 114'MAX.51-IIGi- a•• "�r--. OONCPONCRETB.35At4PSI MIN. aft CONCRETE )1NKB' , `" to, 'v CONCRETE ANCHOR, 6118'7APGCN SHOWN I 5116' TAPCON SHO N•1 htIN11t7N� ° (Set NOTE 9, SHEET 1) (1 . (SEE NOTE 8, SHEET 1) NOTE. r: 7`" THE ANCHOR PLATE 1MT 8E V U650 MEN INSTALLING VRcxstrcr[tGVISGIs • •.. • �'' 19H8i MIN, ° WTO:W10OI yw�e�theDlodAle E. Q., TYfs. v 1911$" MIN- _.� ' .. ............._ _.. bovW10C D„ TYP. M - I odu"u 2 EXTER • _., 1. lwaip aAe CalgtF DETAIL D_ [DETAIL E CONCRETE* ORIOONMETIE BLOCK$UBSTR4TE CONCRETE OR CONCCRETE BLOCK SUBSTRATE WITH 1X V K= BUCK. $ES NOTE I. SHEET a y 1Y11N M/4 �`rL TYPICAL,4AM8 ANCHORAGE WITHOUT ANCHOR PLATE z * : No. 5lfrea A. Changed arauyors b Sit S' Tapoon and uNoo9 acYahY, �1A AU ANOW �atp TAaf+rmuoorr A>puuS AIIIC:tlOR4 t71lr l/W! x ~'r,j ' •. lel • ' • added anoWr ploto dra IrVo. moved notes ROItbM10.FL ?Loa Ptl9rrirnma /4fi , °S ii tIVI1I llw M96F! AS'A!7! NI stein Nsap11.III.r�Bnri �.r: A,Cfhlhl�ryY444'�;Ey aR e34l81?T 7Jt w 6"mh1%5 7 + 1 f 900 -%D7 Q PL P." 10700 KI M ALMI-DADF COUNTY rRODUCT CONTROL SECTION! DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY rl805 5W 26 $beet, Room 208 AFFAIRS (FERA) Miami. Florida 33195-2474 BOARD AND CODE ADMINI$TRAT ON DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) tivWWjWariiita&.$8v1 NU -Vale lntiastriies, ine. 1055 E. 29 Street Hialeah, Florida 33013 Sewn: This NOA is being issued under the applicable rules and regulations governing the use of construction materisk The documentation submitted has bO n rcvicwcd and acceptcd'by Miami -Dade County FERA-Product Control Sra:tion tO brj used in Miami Dadc Cotaity and other aroas where allowed by the Authority Having Jurisdiction (AIIJ). This NOA shall not be valid after the expiration date slated below. The Miami -Dade County Product Control Section (in Miami Dade County) anchor the AHJ (in Areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to poribrlu in the accepted manner, the manufacturer will incur the expense of such testing and the Al 1J may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA r° gervek the eight to revoke this acccptancc, if it is determined by Miami -Dade County Product Control Swtiun that this product or material fails to meet the requirements of the applicable building code. This product is approved as dcscTibcd herein, and has been designed to comply with tiv Florida Building Code, includntg the High Velocity Hurricane Zone. DESCRIPTION: Series NVJH, NVTP/H, N''V'S0 and NVHC Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NV'1Pl I Plate Anchors, NV SO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 07/10/2003, with last revision 4 dated 01/25/2012, prepared by Nu -Vete Industries, Inc., signed and seated by Vipin N. Tolat, P.E., bearing the Miatni-Dade County Product (.contra! revision Stamp with the Noticc of Acceptance number and expiration date by the Miami -Dade County Product Cuntrol Suction. MISSILE IN PACT Rxrl tiIG: Alone LABELING: Each miit shall gear a permanent label with the manufacaurees name or logo, city, shote, modelfseries, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applic: bie building code: negatively affecting the performance of this product. ThRMINA ION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. M isuse of this NOA as an endorsement of any product, for sales, advertising, or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number piweded by the words Miauni-bade County, Florida, and followed by the expitation date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION. A copy of this attire NOA shall be provided to the user by the manufacturer or its distributors and shell be available for inspection at Ac.job site at the request of the Building Official. This NOA revises MOA # 08-0928.02 and consists of this page t and evidence pages &1 and t-2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. utrera, P.E. NOA No. InAA A1w4M1pAt}IgCAUiV�7 Expiration date: Janu41, 1/0 Approval !late: June I4,2012 4 Page I Nu-'fVue 111dwories, Inc. NOTltsE OF ACC'lt !"MICE: EVIDENCE SURMIITTED A. DRAWINGS "Submitted under NOA # 05-051 & 01 " 1. Drawing No. NU -3, titled "NVJH Joist Supports, N'V`TP & NVTPII Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 &NVHC 43/2 HLrricanc Clip", shoots I through 3 of 3, elated 07/10/2003, with last revision 4 dated 01125/2012, prepared by Nu-Vue Industries, Ineq signed and sealed by Vipin Ni Tolat P.E. B. '1' 9175 "Subndded under NOA # 03-0730. OJ" Test reports can wood wnnec;tars per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Date 04121/03 05/05/03 05/01103 05/02103 05119103 05120/03 05130103 05/30103 05113/03 05/30/03 C, CALCULATIONS "Submitted under 1VOlA # 113-0516.11" 1. Report of Design Capacities, dated 07/13!20{75, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N, Tolat, P.F.. "'Skb#titMd riA&rNOA # 03-0730-03 " 2. Report of Desi&m Capacities, dated 071 M003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, PY. Carks M. Utrera, P.E. Product Control Examiner NUA No. 12-0130.34 Expiration !Dates January 1, 2014 Approval Date: June 1d, 2012 F-1 Retlttt't No. Wood Con teetoe Dirieethm 1. PT # 03-4303 NVTP4 Upward 2. PT # 03-4343 NVTP4H Upward 3. A" T # 03-4344 NVTP4 Upward 4. PT # 03-4345 NVTP4H Upward 5. PT 4 03-4349 NVSO236 Up & Dawn 6. PT * 03-4357 NVS0236 Up & Down 7. PT # 03-4358 NVJ H24 Up & Down S. PT # 03.4385 NVJH20 Up & Down 9. PT # 03-4386 NVS0236 Up & Down 14. PT # 03-4387 NVJ1128 Up & l mmi Date 04121/03 05/05/03 05/01103 05/02103 05119103 05120/03 05130103 05/30103 05113/03 05/30/03 C, CALCULATIONS "Submitted under 1VOlA # 113-0516.11" 1. Report of Design Capacities, dated 07/13!20{75, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N, Tolat, P.F.. "'Skb#titMd riA&rNOA # 03-0730-03 " 2. Report of Desi&m Capacities, dated 071 M003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, PY. Carks M. Utrera, P.E. Product Control Examiner NUA No. 12-0130.34 Expiration !Dates January 1, 2014 Approval Date: June 1d, 2012 F-1 Biu-Vue Industries, Inc. N(YI10E OF ACCEPTANCE: RVIDENf:E SUBMITTED U. QUALITY ASSURANCE L Miami -Dade Depar neat of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CEWrIFICATIONS 1, None. F. STATEMENT 1, Drmti ng No. NU -3 statement of codc conformance to 2410 PBC, dated 01/25/2012, issued, signed and seated by Vipin ISI, Tolat, P.E. "Submifted under NOA # 118-028 .92" 2. Statement letter of code conformance, no financial interest and no change of product, dated 08/2112008, issued, signed and sealed by Vipin N. Tout, RE. �arl�s M. Utxera, F.E. Product Control Examiner N3A No. 12-0130.34 Expiration Date: Jannary I, 2014 Approval Data: June 14, 2412 E -2 1M LE j JOIST SUPPORTS at 3� Double Hcodsr IY' 174" N v' NV.ki 26 os shun MVV 124 tie 211 � 9S Jlffcrcnt hntea ^ �. L—j General Nates I., Steel shall cunforra to A'T7'I4i A553, st-actura1 grade 33 O&L yield 33 ksi? ' a3tltl a Iuil7lmlitYl g•215r21117:I'.tl C48tiI7;s of {x 6t7l�erlSa'"i'ivI A.S�a 2, Allavmable loads are based on National Dealing sgrciticatkins (MAS) for ' wrx3d. conet=dor42poiS djtloD,d' L .L 't^" I—I-S,, C511;s04'r-1 Soto , 1)es3 m leads are for Southern Pine speries with a :specific gravity of 4.SS. ' .Allowable loads for other spocies sball be Ousted accordivQl): 4. Nail values are based on NDS table % G=0.55 end have been reduced r for 1'evet1rad6n Delptb fa. -tor.; . 5. Allowable loads for wdnd uplift arid JaAerEl loads have already been ` increased b), a duration factor of 60% for anchor nail, hlo� increese i allowed far'steel qtr e 3s: r rr. Allooviable load3• for nwrw txja_¢ a shialt: ceanctiop e2 wot be adds -1 ' toy:,th r. 13 dies ;I1 load ` 1lich be divided h1tr, aetnpunwas inithe direrti'm ^ given . ust be evalugted 11.5 follows: hetunt UpEft .4Artiml Ll .I"4s wq 1,.9 '�-1.✓7 P,llowllblu typlift Kbwalllc. L2 ` 7. Movrable lokda are base on l iia° thick rood membero unless otheiwlse ' noted. A All tests have been conducted in acco4mce with ts„z`'TIv DF 1761. r VIVIN N. "TOLALT. PE (C3vJz.? Iii. nw. # 12847 1512 a LALSr 1Z C1dMl( 1AAB 16!><�-10'S3 �r t EY 58bet ' FGeleah,l7orids a",'y+I$ WmL 623 -per'! Fix 0m) m-om NUI J(')I.';I' 8UPPCi1173 DWG #: fus1, Data,: ,, RevirkW (1) .t1 j1QA?J - tzlSYil.1�ti4" . 14ib 3 .1ofs imY'14 ixbs L;t 127 3' 18 G0�`` NVIIIi ,i0E:S7 SUPPORTS - - _ nnawable_L�ood^s dw.ty tam" .. L" --L^ . Product °IM]141: �ms} ...• Joist .yvUt,IC _.._. rinnle Fu�heners • Dou c,' Hevdar _ •91e iltrpler b7sts ^ Cela • c• ,ca' Ileoder Sift licottcr 5ixc ..-.wyy_. �°ei' iiec2er �IH�Raa. 54 3 ZX5 2-2x8 Wfi-1Qd 6 -Mu th' t-HMl k IJS' FN:H21 1 §fr NVa12rr t 5" 6 3. zxG 2x3 ' 10-W.d 14-10d to- Ud i , -,n., x sn' 1241.1] 0240 321 I 2--1.6 , 2-2x0 P-2xs 2-2x10 r 24 y■s txo 240 1 Nv,;II2t1 1=)i 3 �x8 2x10' 1 2Al2 x -7,x,3 1x12 I at 3� Double Hcodsr IY' 174" N v' NV.ki 26 os shun MVV 124 tie 211 � 9S Jlffcrcnt hntea ^ �. L—j General Nates I., Steel shall cunforra to A'T7'I4i A553, st-actura1 grade 33 O&L yield 33 ksi? ' a3tltl a Iuil7lmlitYl g•215r21117:I'.tl C48tiI7;s of {x 6t7l�erlSa'"i'ivI A.S�a 2, Allavmable loads are based on National Dealing sgrciticatkins (MAS) for ' wrx3d. conet=dor42poiS djtloD,d' L .L 't^" I—I-S,, C511;s04'r-1 Soto , 1)es3 m leads are for Southern Pine speries with a :specific gravity of 4.SS. ' .Allowable loads for other spocies sball be Ousted accordivQl): 4. Nail values are based on NDS table % G=0.55 end have been reduced r for 1'evet1rad6n Delptb fa. -tor.; . 5. Allowable loads for wdnd uplift arid JaAerEl loads have already been ` increased b), a duration factor of 60% for anchor nail, hlo� increese i allowed far'steel qtr e 3s: r rr. Allooviable load3• for nwrw txja_¢ a shialt: ceanctiop e2 wot be adds -1 ' toy:,th r. 13 dies ;I1 load ` 1lich be divided h1tr, aetnpunwas inithe direrti'm ^ given . ust be evalugted 11.5 follows: hetunt UpEft .4Artiml Ll .I"4s wq 1,.9 '�-1.✓7 P,llowllblu typlift Kbwalllc. L2 ` 7. Movrable lokda are base on l iia° thick rood membero unless otheiwlse ' noted. A All tests have been conducted in acco4mce with ts„z`'TIv DF 1761. r VIVIN N. "TOLALT. PE (C3vJz.? Iii. nw. # 12847 1512 a LALSr 1Z C1dMl( 1AAB 16!><�-10'S3 �r t EY 58bet ' FGeleah,l7orids a",'y+I$ WmL 623 -per'! Fix 0m) m-om NUI J(')I.';I' 8UPPCi1173 DWG #: fus1, Data,: ,, RevirkW (1) .t1 j1QA?J - tzlSYil.1�ti4" . 14ib 3 .1ofs imY'14 ixbs L;t 127 3' TAKE2 - TOP PLATE ANCHORS ' NVTP & NVTPH Size ' Pio ct dada :. GaugeF 0lmenslens (in) A [i Zx4/40 NVIF4 �NVTM 20 14-15d 6- Ad 1875 1279 , k- 1217 24/44, 20 gK� W/441 NVIP8 20 2x4f4x4 NV•IP9H 18 g• 2x9f4x%-j HVw8H . 16- 5r + g" 2x8/4x8 HVIPBH 11 18 , i $• . Wotem: 1. Sec Gont:rol Notne. Shee: 1. ' 2. Dna hsrlf n` oll specifiec fas:ensrs shall 5e used on xach sldc of the stud r to ochieve tnt:ulatec valves. , TABLE 3 " , NVSO 235, 16 GAUGE, ;HEAVY DUTY ' FACE MOUNT JOIST HANGER Joist Size, Iota] number of fastenem Foatoners 7 Allowable Loads (Lbs.) Product 10d x IS' 'Wind Kea AU.62F 2x6 -S code ' Max Uplift Copoclty (lbs) 14-10d 8-10d T 17+x$ 110$ , 14-15d 6- Ad 1875 1279 , k- 1217 HYIF 4,6,8 ' $,�Ze - 1 1037 , 11346 1805 - KVTP 4H,sH,9H gaa' if.t {4?4-, {749 Wotem: 1. Sec Gont:rol Notne. Shee: 1. ' 2. Dna hsrlf n` oll specifiec fas:ensrs shall 5e used on xach sldc of the stud r to ochieve tnt:ulatec valves. , TABLE 3 " , NVSO 235, 16 GAUGE, ;HEAVY DUTY ' FACE MOUNT JOIST HANGER Joist Size, Pleader Size„ Foatoners 7 Allowable Loads (Lbs.) Heoder- Jblst ';i CRAY" l)pll{{ 2x6 -S 2-2+A 2-2914, 2.7W2 14-10d 8-10d T 17+x$ 110$ , 14-15d 6- Ad 1875 1279 , k- 1217 Notes: ' 1. See General Nates. Shoot 1, Header 2-2X Mlnrmum 801.7 HOLES 1/2' DIA. ' WAIL HOLE 3/W D1A, 'EMU('f1U: om I ;MGI: t95'"Y" e�Wy�Wilk &I mlib i+L, iiBc. 1aa47 irxlrrw 0aB■ 15129 LAN= CMK L.A2 caeoca�s Ne A HOUST634, "TZ,770W I �K adv»�c:rrsmt�a .e,!si!Mw�lr�dy,� ..�'ar, C35•Gs�� OJ LNu—'Y Els rudustrieB,rrn. 10L9-1C>o�8btt � c L abwlt' PMMB aaala (5057 PJd-0894 1r={9 Q#0&-iSLea WiTP 8 NYM FILA -M AM'.HO % 1 NSU 296 )0ff MMM 1WOC 51we4 Dow, Rcviauons:tlill/lal07 (2) IM1A73 209$ NI.? 1a. sow (91007M !A—BL.LI-7-'l- 18 GOUge NVI IC 43 &, NVHC 41-3 HURRICANE (L!'P, FASTLKRS r>ESICN LOAW(LSS-) ppoouc" CODE HEADER JUIST UPIJFr - LI U -4 'jd . Nvfl-,' 43 +j, ricon ip CUP wide 9- 1 Od • 9, -1 Od '6157 407, 1547, _S2 cc on Ir iNVHC 4,3f2 p W44 IQ-lod, 917 Notos: ?-'Dr JJSC Rids to -jrPly with section 2321.! of I. Sne General Notca, Snect 1. the FUC 20t93 3 Y4* )(4" W, i 4I IL MV,: -AC 43/2 UPUFT i. I PO(ANIVT RSVVM V11,2fic W)U. T-. im (am) 17L REE;. a InS47 3CnP-KL4,NS!e15123 W.M.4 it,m: 7-04 Nu- YUP—, Indmotba4 kL,. A.— . C IS — losa-IM ust 29 strut ;hA.A,. pLvUs 33013 [3. St 9999 aa37 N (flit; 43 & NVJ40 Q/2 HUMICANE GIIP- Tm(; I I Iqu-3 -PJIJM L101-Mi•L?. M®LADE MIAMI-DADE COUNTY PRODUCT CONTROL SEC"t YGN DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 5treo4 Room 208 AFFAIRS (FERA) Miami, I'lorida 331752474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(7Sb)31S2549 NOTICE OF ACCEPTANCE (NOA) �ti��:rniatrititr it��ttvtii�f+fit! Nu-Vue Industries, Inc. 105.5 fast 29" Street Hialeah, Florida 33013 ScoYE: This MOA is tieing issued under the applicable rules and regulations governing the use of construction nitterials. The documentation submitted has been reviewed and accoptod by Miami -Dade County PFRA -product C'ontctul Sottit n to be tied lit Miwl Dade C60ty Old 60*e ares where allowed by the Authority Having Jurisdietion (AHJ). This NOA shall not be valid anter the expiration date stated below. The Miami -Bade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Mianii Dade County) reserve fire right to have this product or material tested for quality assurance purposes. if this product or material fails to perro m in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately rovoke, modify, or suspend the use of such product or material within their jurisdiction. PFRA reserves the right to revoke this acceptance, if it is dotcrmined by Miami -Dade County Product Control Section diet this product or material fails to meet the: requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Codc, including the High Velocity I-lurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTT& NVHC, NVS`1'A and NVHTA Steel Wood Connectors. , ilf- ROVAL>€I0CUMENT: Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double WVTH Straps, N VTIUNVTHS Anchors & NVHC Hurricane Gips and NVSTA & NVHTA Heavy Duty Anchors with Seat', sheets l through 4 of d, dated 04/15/2004, with last revision dated 01123/2012, prepared by Nu-Vuc Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing thea Miami -Dade County Product Control revision stamp with the Noticc of Acceptance number and expiration date by the Miami - Dade County Product Control Sctation, MISSILE IMPACT RATING: None LABELING: Each unit shall hear a permanent label with the manufacturer's name or logo, city, state, modullscrics, and following statement: "Miami -Dade County Product Cuntrol .Approved", unless otheiivise noted heroin. RENEWAL of this NOA shall be considered after a renewal application has been filed and tyre has lteen no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA. will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any wution of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The TOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may he displayed in :advertising literature, If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A ,copy of this entire NOA shall be provided to the user by the manufwturer or its distributors and shalt be available for inspection at the joh site at the request of the Building Offwiral, This NOA revises NOA # 09-0721.05 and consists of this page I and evidoncc page E-1, as well as approval document mentioned above. / ) Vic submitted documentation was reviewed by Carlos M. Utrera, P.E. � ! NOA No. MAW wTy00* Expiration hate: December 2,% 2014 Approval *late: April 12, 2012 Page I aha -Vine industiriea,1646. NOTICE OF ACCEPTANCE; EVIDENCE SUI3NRTiTED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double N'VTH Straps, NVTHINVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVIITA Heavy Duty Anc hcmrs with Seat", sheets 1 thTough 4 of 4, dated 04/15/2004, with last revision dated 01/25/2012, prepared by Nu-Vue Yndustries, Inc., signed and sealed by Vipin X Tolat, P.E. B. lEWIS "SabMitted Under NOA # 04-0510.030 Test reports on wood connectors per ASTM DI 761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Revert No. Wood Coanecto Direction Date 1. PT # 03-4482 NVSNP3 Downward 09115103 2. PT # 03-4625 NVHCLIR Up& Si& -ways 01/21/04 3. PT # 04-4641 NVS'TA-24II Up& Sideways 03/17/04 4. PT # 04-4698 NVTH24 Up& Sideways 04/15/04 5. PT' # 03-459€1 NV IT126/NV458 Sideways 12/31/03 6: PT # 04-4642. NVHTA-24H Up& Sideways 03/22104 7. PT # 03-4543 NVTH2O/NV358 Up& Sideways 12119/03 C. CALCULATIONS `'Submitted under NIA # 69-0721. OS" 1, Report of Design Capacities, dated 06/3012009, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin Wrolat, 11,E. "Submitted under NOA # 04-0.110.03" 2. Report of Design Capacities dated 44127/2004, sheet 1 t1tough 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. {,QUALITY ASSURANCE 1. miathi-1),adc Dopilftnrit nt of Penzniuing, E viibiifric hL 16461 Regulat ty Affairs (PERA) E. MATERIAL CERTIFICATI(?1ti1S 1. None. F. STATEMENT "Submitted under NOA # 09-0721.05„ 1. Statement letter of code conformance, no financial inU rest and no change of product, dated 07108/2009, issued, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrers, P.L. Product Control J;xaminer NOA No. 12-0130.35 Expiration bate: December 23, 2014 Approval Date: April 12, 2012 F -1 tea` `1 1 1 W. 932" G q r 1 lois" p 4 a I 176" s> r �iiB 1$" tat �Yie Nola pattern to Moles dla. mirror ]mage of Ithes— eppa:ts aisle supported Tru9S fluo & bottom chord TABLE 1 SKEWED NAIL PLATE Product Code Steel Gauge Schedule Allowable Loa€:k (lbs) ._ Fast erier EatF+ End Gmul uplift h'V94P3 16 (6) &1 x 1)r 994 594 For Uplift. use Iwo NVSNP3, one ut top chord cad one at bottom chord of the supper.ing and supported Trusses in oompi€once with section 2321.7 of the GF30. Not m- 1. Use 6 rail holes in each flange. 2. Do not bend nail plate mora than mnce, N VSNP3 installation ,General Notes: 1. Steel stroll conform to ASTM A653, structural grade .33 (Min, yield 33 ksi) and a minimum galvanized coating of G 60 par ASN A525. 2. Allowable loads are based on Llotest Edit tons of National desinq specifications (NDS) for wood construction and Florida Building Cade 3. Uestyn loads are for Southern Pine specles wish a specific gravity of 0.55. Allowable loads for other speoles shall be adjusted accordingly. 4. Cor.nmon wire inail volues are booed on KIDS and hove been reduced for Peneitratlon Depth factor. 5. Allowable loads for wand uplift have been Increased Dy a duration factor of 1.6 for anchors into wood only. Load va?ues shown ore, wtthaut 339; steel stress increase. Z. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual._ Wiff_ .1 + 'Ac I f Allowable Uplift �owa e Allowable `7. Allowable loads are based on 1X" thick wood members unless ;otherwise noted. B. All tle beams and grouted concrete masonry shall comply with F$C. Concrete for tie beards and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete rr:clsanry shall comply with ASTM C90, S. All tests have been conducted in accordance with: ASTM D-1761. pJtopRlC Mum VagN N, TOIAr, Pin (CTM) as OYftWhhftKwWa 77. DEG. # 12847 15123 l.hN'RM CREEK LANE HOUMON, TS 77088 t Z. Support'ng member shall by 1n the iamte angle side with other flange behind the end sof supported „rnembor (see sketch.) I she 1. of til L (uctuatrie8, inc_ 1059-1069 East 29 Btroit Ifialoah, P9uHda 33613 Phone: (505)j 694-0397 Fac: (305) 004--02M SICE"D NAIL PLAT);, et.1 Data: Revisiana: 4 AMM Ie, zoo t f Oj 2. TABLE 2: NV358 — 14G Double NVTI-I Strops with 2 ply 18G seat Asserribly 14C Strap Gimension Produot Product H Cade Godo (inenesj 1 Wass -12 NYN16 ti I 12' 2525 2246 i 12 6 28ce 2492 NV358-14 NVTH16 14 7096 NV358-i6 E NYfHZo 16 6 3397 2942 2750 1. Minimum embedment into concrete 4'. KV358-20 WTH24 20 2. Nott are neoeswy In ab9pa and beat to acelttel'e dwiyn laodb. KV358-22 NVTH29 22 :4. See Note o (Sheet i) foo ewmbinsi rand. Tokall No. of Faateners In 2 Straps 10d x 3" Total Na. _ of Fasteners In Seat 10d x 3" Allowable Loods (Ibs) uplift a L2 $ �10 ^N 8 2245 1981 s 1834 a 2525 2246 2480 12 6 28ce 2492 2290 14 g 7096 2697 2528 16 6 3397 2942 2750 N MA -24 WM28 24 14G Strap Produot Code Dimension H (inches) 12 f4 18 26 22 24 25 4 Y 32 44 l e�falu NV3541-28 NVTH30 26 NV458-12 NV'*NiB NV3eW-32 NVTH38 37 N►rH20 3t! NW. R24 NV4sa-22 WT44 NV458-24 NV3"�8-44 NVTH48 447#L NV488-32 NVry138 MY458-44 Wti'1H49 Notae: Hae_ Dld. Y'' 1. Minimum embedment into concrete 4'. 2. Nott are neoeswy In ab9pa and beat to acelttel'e dwiyn laodb. :4. See Note o (Sheet i) foo ewmbinsi rand. 4. Nails itknoU91% rhruxis shall nM Mme, lKs trups plate or, the apponite side. ?r Z qV sect OJee b �f root NW409 11 o PIh '7/C9Ta fA EmUdeodw nat, Oar hlkn" UPUFtT ILl True= ploie r944irCd to Htlnarer lo*d to bvttorp dwrd ' .". R9nfaraemer�te -RaWired -ABLE 3: NV458 - 14G double INVTH Strops with 3 ply 18G seat Assembly Product Code 14G Strap Produot Code Dimension H (inches) 12 f4 18 26 22 24 25 4 Y 32 44 l e�falu Taatal No- of Fasteners in 2 Straps 10d x 3" B 10 12 14 is F o496 0'a.�{e` Totai No. of fasteners in Seat 1Od x 3" 8 t] 8 a 8 AAawnble Loads (lbs) uptifk L1 L2 224.x` 2483 2078 2525 3131 2336 2046 3P79 M7 3086 3927 28277 3387 4175 3117 2` NV458-12 NV'*NiB NV450-14 NV -418 MV450-18 N►rH20 HV458-24 NW. R24 NV4sa-22 WT44 NV458-24 NVTI128 NV45a-26 NVTH34 NV488-32 NVry138 MY458-44 Wti'1H49 i79NriXT S" HOM � kkIMeikntbbe �y�. , 4',�` NIf458 heaptstnc Mo •%S Holes REG. 29f," ' lt9er:iCtisatet -4lfe 18G Sect 011toll f31" slims N a!4"NV468 SiA -to "- LSe'ner9t9 Tie Beam —or Tie Beam formed with " Ga'larete f:Ilea MtleanTy, NV358 and NV458 PROXJ1LTOVIl w do conabbs Wth so numb LAPIN N. TOTAT, 1x0 OLVIL) hwe9reirHs � 6$ FL. HIM 9 12547 � 151$3 LAWERR an= LANE EOUBT0N, TS 7700 F yeCy�y _",. VU C hs6ustrles, Inc. 1053-4059 East' 29 Siregt :;,Mii106b Majda"3.3416 P600e: (306) 894-0.197 i p Fox: (305) 694-0398 NV858 & NY468 1 rff DOVE" NV JI SSILOS D1rt1 A Sheat: Date- Relrletaltn! NU -5 2 of 4• Am& >e, soar July 5. entre ^�,� �,qs• f° NYTHSt7t' � r tnnr pintr requw! to tem lead s I wit IXPWr 11 11 WN. 4" IN. 4' Emig. to WO l L1 to wase EMB- NYTH 11¢ TABLE 5 HURRICANE CLIPS _ _ Product Go Faeteners 10d}K IY' All wab C&6 Description ��$ kea&w Jam uplift NYHOR HURRICANE MIP - Wli; T 18 & 8 S25 Perpenmrula` 4o WOu ReWksnernenla teequ'red eenrrets tie Beam or'T1e Beem formed ti M canarate fined maeanry _ - ds Iba' L1 253 333 truss ko. LBngth { in 12 I 14 1B �, 115 1 30 22NVIH-28 TABLE Anchors NYTH and Riveted jt Truss Anchors with Seot 14VTI-S roduct PCodo Gouge seat ,...,_.... 18 Gouge strap _.....- 14 ufiowable Land Ihs o a8 eners Maximm A 1In Strop 0d _x 1.5" Uplift L1 1.2 --- — NVYH-1g ......� NVTH5 212 3 1 t73'l� 560 525 t3 1227 $71- B3tl 735 - RVYH-10 NVfHS 214 1$ 14 7 1273 ^763 NV 7H_20 AIYTFI5 216 18 i4 f3 t32$ 703735 1$ NViH-22 NVTHS 215 11? 14 g t 383 763 735 735 f0 1437 793 NVTH-24 NVTHS 220 Ila 14 11 t49C 763 735 ryYTHS 222 t8 114 12 ""'" • ^ _.' " 13 1544 �15t18 793 793 735 NVNQL HURRICANE MJP -• _EFT 18 B 6 825 253 333 735 _ Top 41—d f ----- --------.._.. • For Upllft, use two Clipsr one on each aides to comply with sfmtkm 2371.7 of the FBC 24 NYTH-26 NYTHS 224 18 14 NVACL AI. 1- e eo-u.rrr aL"rd '�1'•r Nvlica t1 1°LiuilltCP RJ:vitilFD •. a"adttu4 vd6 sae YRxrds iMrtithRCisrle xaJ � tRe�arelCbayyt fay Z -TN Flekel 111" ?11" O 1Yt" O Hales DIV. trues plata required a to b 1.alar load to Vim— N. T4IAT, PE {C1V11} horA nm cfrord F2. REG, 0 12547 10123 >rrAMFIX Cmx LAM NYTH. NVTHS U — V U e Inf4us4.rita, lot. 1069-ttwe Coat >iD ata+eet• Flfalrmb, 3"02i4o 33013 lr q plane: cans) ares -ns" ynPlaside „J 6 J 8sat WO) 894-0090 �`� �j 59�"1'!S / 'h'v7415 ANGKQRB k NVHC Hi78R1Cdtdlt cl.lP� DWG -0• "Rhoat: Dater )2avlsiona: pMm 11U-5 3 of 4 14 sane Jur 5. a0o@ 26 INV1H-3r+ NYTHS 226 15 14 1 32 j 11IV1H-36 NVTHS 232 1$ 14 44 NYTH-48 I NVTHS 244 1$ 14 jr n '�1'•r Nvlica t1 1°LiuilltCP RJ:vitilFD •. a"adttu4 vd6 sae YRxrds iMrtithRCisrle xaJ � tRe�arelCbayyt fay Z -TN Flekel 111" ?11" O 1Yt" O Hales DIV. trues plata required a to b 1.alar load to Vim— N. T4IAT, PE {C1V11} horA nm cfrord F2. REG, 0 12547 10123 >rrAMFIX Cmx LAM NYTH. NVTHS U — V U e Inf4us4.rita, lot. 1069-ttwe Coat >iD ata+eet• Flfalrmb, 3"02i4o 33013 lr q plane: cans) ares -ns" ynPlaside „J 6 J 8sat WO) 894-0090 �`� �j 59�"1'!S / 'h'v7415 ANGKQRB k NVHC Hi78R1Cdtdlt cl.lP� DWG -0• "Rhoat: Dater )2avlsiona: pMm 11U-5 3 of 4 14 sane Jur 5. a0o@ NVSTA—Heavy Assembly protitmt Code Duty 14G Strap Prodwal Code(inches) Anchors Dimension H TABLE 6 wDth 14G NVTH Straps and 1 ply 200 seat Total No. of Fasteners in Strap Iall x W, b 6 7 5 A local Na. of Fasteners jr 20 GA. Sant lod X IN, Allowable loads (lba) Upp(t a Lt 6 L2••-4 NVS-A-12H N8 VTHi1 12 6 1348 700 1 D B 1426 760 1144 R� NWA -11411 NVTH16 14 6 1545 923 1236 NYSTA-1611 NV*M 16 6 1664 997 1373 NVSM-?ai NV*424 gs 22 5 176.; 950 1430 2079 NVSTA-22H "Mos WMA -241-1 NV%128 24 NYSTA-2611 N'iM7t1 46 NVSTA-3211 NVIH36H44' NWTA-•44H NYTH48 it' 2OG Real a !i WVSTA 12H throght 44H • o 4- i41n. 15L^aw. Conor.#. Frnbcdmant. 111 UIa1.l�T LZ —im" plate required to trmerer pdtft to Loktam ehord. Reinforced Cc�cmto +— :4s abeam NF► 245 Tap Ar bottom TABLE 7 NVHTA-•Heovy Duty Anchors with 144 Double NVTH Straps and 1 ply 200 seat Assembly 1140 Strop Dimension Total No, Total No, of Allowable Loads (Ibs) Product •Product H of Fasteners Fasteners in Lka#e: __ . Code Code {Inches) In two Straps 7D GA. Seat e uplift 6 Up6(t t L1 L2 ipd x iyy" 10 1qd x iV' NLA -A -12H NWHi6 12 @ 1772 2079 1050 1456 6 1 1944 2339 1161 1631 12 N4147A-14H NV1141 M 14 14 6 2215 F 241811 1312 1612 NWTA-16H NYTH20 16 16 18 Y 6 24.37 '42856 144-4 1644 NWA -201-1 2D 6 1, 2668 3117 1575 2175 NWIA-22ii I NVTH25 i 22 W41TA--32H I NY71438 l 32 kLH'A-44HI NVTH48 1 44 NVHTA I 1791 Lhraght 444 t'Ltdovivrillom iD w vw& lie FlImM 4^ M4,. 9aWnt Concrete Aex�lesea: Na B Frriomment. Ek t)ek urulf, , Trine FIMt reae7ed to trmeter +►—LOW to botwm tlwd, Ralntcviced Cowrine .a--- Lie beam Wi. 2#5 Top & b'Da4m Notes! 1. Nails are necessary In atrepu and seat to achieve, dssing lode. 2. See nate 6, sheet 1 fcr combi red loading. 3. Nails through chards shdl not force the trues platee. 4- Fa! general nates, see sheet 1• 5. F'ar higher uplift ioode. concrete 3n4a11 Se 3000 psi. $. 9ased on min. '.'/b'UC poi concrete, -00" +.ft "1.411 do 4Y E1 roe Cla"bd e at AM me MN N. TOlA7, PE (CML) a 20 '. k M RM ## 12847 16128 uamlliw c EeK LANE 140 NVfH HOUMON, t7lt_470BB L V U — V l.4 e, Inzlualrlesr Inn. NVHTA-24M NVTH25 74. f4istaeb, Fldxkda 38019 phaur g �y 111 MWA-•2611 NYTH30 2$ W41TA--32H I NY71438 l 32 kLH'A-44HI NVTH48 1 44 NVHTA I 1791 Lhraght 444 t'Ltdovivrillom iD w vw& lie FlImM 4^ M4,. 9aWnt Concrete Aex�lesea: Na B Frriomment. Ek t)ek urulf, , Trine FIMt reae7ed to trmeter +►—LOW to botwm tlwd, Ralntcviced Cowrine .a--- Lie beam Wi. 2#5 Top & b'Da4m Notes! 1. Nails are necessary In atrepu and seat to achieve, dssing lode. 2. See nate 6, sheet 1 fcr combi red loading. 3. Nails through chards shdl not force the trues platee. 4- Fa! general nates, see sheet 1• 5. F'ar higher uplift ioode. concrete 3n4a11 Se 3000 psi. $. 9ased on min. '.'/b'UC poi concrete, -00" +.ft "1.411 do 4Y E1 roe Cla"bd e at AM me MN N. TOlA7, PE (CML) a 20 '. k M RM ## 12847 16128 uamlliw c EeK LANE 140 NVfH HOUMON, t7lt_470BB L V U — V l.4 e, Inzlualrlesr Inn. 1063-1009 last E9 sweet013 f4istaeb, Fldxkda 38019 phaur g �y 111 IM 004-0 :NMA & NVHTA HEAVY DUTY ANCHOM9 WITH BEAT DWO g= 3hest: Lka#e: Bevigons: NU- d of 4 AkkKo. 4R, eon, July 5, 2009 s �- BCIS Home i Log In j User Registration , Hot Topic I Submit Surcharge Stats & Facts I publications i FBC Staff I BCIS Site Map I Links I Search Business' Produ Professional USER: Publics UPserOVaI > Product or Aoolication Search > sppli Lr, u-, > Application Detail FL # FL15558 Application Type New Code Version 2010 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer JELD-WEN Address/Phone/Email 3737 Lakeport Blvd Klamath Falls, OR 97601 (800) 535-3936 fbc@jeld-wen.com Authorized Signature Janet Gerard fbc@jeld-wen.com Technical Representative Steve Saffell Address/Phone/Email 3737 Lakeport Blvd Klamath Falls, OR 97601 a4j 882-3451 Ext 2900 stevesa@jeld-wen.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute, Validated By National Accreditation & Management Institute, Referenced Standard and Year (of Standard) Standard YAK TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvKmQd10UtQtjY1 ylOg7j%2ftl3jOkuyJizYgeFdpXfbuEA%3d%3d 11/27/13, 1:54 PM Page 1 of 2 Product Approval Method Method 1 Option A Date Submitted 05/01/2012 Date Validated 05/01/2012 Date Pending FBC Approval Date Approved 05/06/2012 FL # Model, Number or Name Description 15558.1 Energy Saver/Contour Opaque Wood Edge Steel Outswing Door w/ or w/o Sidelites Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes F1-15558 RO C CAC NI011082.adf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 08/31/2015 Design Pressure: N/A Installation Instructions Other: Refer to installation instructions S-2104 for sizes, FL15558 RO 11 S-2104 SS.odf configurations, design pressure ratings, and installation details. Verified By: Hermes F Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL15558 RO AE PER2035 SS.pd Created by Independent Third Party: Yes $ack Next Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyrloht 2007-2013 State of Florida :: Privacy Statement :: Accessibility 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 mail 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 email address if they have one. The emaiis 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 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 here . Product Approval Accepts: rtt VEi https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvKmQdIOUtQtjYlylOg7j % 2ftl3jOkuyJizYgeFdpXfbuEA / 3d"/ 3d 11/27/13, 1:54 PM Page 2 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map Links !. Search Business Professional .USER PubliAUser pproval . rMM Product Aporoval Menu > Product or Aoolication Search > i;. > Application Detail FL # FL14704-Ri Application Type Revision Code Version 2010 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer JELD-WEN Address/Phone/Email 3737 Lakeport Blvd Klamath Falls, OR 97601 fbc@jeld-wen.com Authorized Signature Janet Gerard fbc@jeld-wen.com Technical Representative Steve Saffell Address/Phone/Email 3737 Lakeport Blvd Klamath Falls, OR 97601 Ext 2900 stevesa@jeld-wen.com Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute, Validated By National Accreditation & Management Institute, Referenced Standard and Year (of Standard) Standard Y&al TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By https_/,'wvww.fioridahuilding.org/pr/pr_ app__dtl.aspx%param=wGEVXQwtDqusufsxW4GVzcUaEoRSenjUABgCoajAhzWEcK3Hyr2cYQ%3d%3d 11/27/13, 1:57 PM Page 1 of 2 Product Approval Method Method 1 Option A Date Submitted 12/16/2011 Date Validated 12/19/2011 Date Pending FBC Approval Date Approved 12/26/2011 SuNn>nitarlf?ibfPr�ivcta _ , • FL # Model, Number or Name Description 14704.1 Steel Wood Edge Full Lite Fixed Sidelites w/ ODL Impact Glass or ODL Impact Allen Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14704 R1 C CAC NI006332A-R3 PDF Approved for use outside HVHZ: Yes FL14704 R1 C CAC NI006332D-R1.PDF Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +80/-80 09/30/2015 Other: Configuration: O Glazing: IG -Laminate -1/8" Annealed Installation Instructions Glass/0.090" SDlutia Interlayer/1/8" Annealed Glass/1/8" FL14704 R1 II 3W0509-05 signed and cert.Ddf Tempered Glass See drawing 3WO509-05 for Frame, Panel, & Verified By: Alexis Spyrou, P.E. Florida P.E. 68101 DLO dimensions Created by Independent Third Party: Yes Evaluation Reports FL14704 R1 AE 14704 Signed and cert.pd FL14704 Ri AE PER 1442 sioned and certDdf Created by Independent Third Party: Yes Back 0Next Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility 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 mail 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 email address if they have one. The emails 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 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 here . Product Approval Accepts: re i AFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqueufsxW4GVzcUeEoRSenjUA8gCoajAhzWEcK3Hyr2cYQ°o3d%3d 11/27/13, 1:57 PM Page 2 of 2 Company. .EC.D-WEN Exterior Mors C'ertiftcatioxi No.: N10 11082 3737 Lakeport Boulevgrd Certification Date: 95i0I12012 Klamath Falb, OR 97601 Expiration Date: 08131/2015 '1r duct: "l ver y Saver -C aatour" Opaque Wood -Edge Steel Door w; or srl;<l Sidelite.s (wood frame) Specifications Tested To, TAS 20V2021203-94 The € Notice of Product Certific9tion" is only valid if the ;SIA.&II C;ertifi¢ation Label has been applied to the product as described within this document. The certification Label represents product conformity to the applicabJespecifcation and that all certification cr-ittria has Bran satisfied. "I"itis product has liven approved for listing within NAMI's Certified Froduct Usting 8t 0-t-tification Prograrn is accredited by The American National 4tanrinrds Institute (ANSI). ............................. National :accreditation &:Nk'tanagemeilt Institute, Inc./4794 Gwro,,c Washiagion 1' t' 1emorhd.t-iigbway1Hsye9, VA. Tel; (804) 684-5124!h'ax; (804) fi -5122 // .1 NAMI AUTHORIZED SIGNATURE; Jrisving G1-w+-*ci 1)esig11 Water Missile 'Gest Report Number Configuration or or MRYiCitUm PrQ$51irQ Test I[11pACt tf� Outswing Opaque size PosdNetr Pressure Rated) Cgmnients �s1 .. ........................................................ ty: , Ulsaque ; 2 x 6110" 661-74 10.0 psf YeS CTI -4,06W single. 3'0"(,.�" 'S'I'ii Panel tiulL'C' i .................................................... instsiiatian l7et&ils; S-2104 t1-8 0X[X0 Door -Opaque " x 6,10"1.66/_'U 1D.0 paf I)riitr-Yea L -GAS;v Single wi5idelite Sidelite-Glored Sidelite-'*o Wix Panel %zs:: 3TY! x 6$V Sklelk 1) LO: 6" x5'3" (Ile Temp"ed WaW lnstaElatior, I)eiails; S-2104 i][4) OXC? O S Boor -Opaque 5'J t)" x 0110" +66/40 _ J tJ.(1 pst I}t or-'4'ea CILA-696W Single ►wisidelites € Slde.lites-Gtm,6d SJdelites-Na :4i x Paer x17e 3°�'' 6,8, Fidel'€te DUO, 6" s 5'3" (fig" Tempered Glass) � tests..... t7ets�ils; ;s-'� 1(14 i l -i3) �yr yy xx /-y 0iS y}'�� /v� 1)oors-�.�pa tive ; �+ 7. L t ft 6*3" x 610" +571-.5�........... ref J .........ps, p f� .........lJoom- es ........ y� },! ................................. ......................-i. YLA-696W DoubleMax Parcel Saxe; 3'o'' ....................................................................<................................... Installation Derails: 5-2104[)-8) Gxxo C1i5 Doors -Opaque S'tl" z 6'1€x" X57!-5? 8.551i3f Door -Yes C:TLA-696W Double w/ idelntes Sid elit"-Glazed 13idel ifes -No Maxeasel Size; 3,0,! Sidelite DLO.- 6" x 5'3" (1i$" Tempered C;l�ss1 lastaltation Details; S -2J04 1-i3 ............................. National :accreditation &:Nk'tanagemeilt Institute, Inc./4794 Gwro,,c Washiagion 1' t' 1emorhd.t-iigbway1Hsye9, VA. Tel; (804) 684-5124!h'ax; (804) fi -5122 // .1 NAMI AUTHORIZED SIGNATURE; NOTICE OF PRODUCT CERTIFICATION CFRTIFICATION NO.- N1006332.A-113 DATE.- 12/12105 CERTIFICATION PROGRAM: Stru I tructural COMPANY: JELD-WEN CODEJ-104-3 REVISION DATE06130/2011 Fhe "Notice of Product Cerfif icaiion- is valid only when Administrator's Sea] is applied tee the upper left hand portion of ibis forin and a certification label is applied to the product', This certification seal represents product conformity to the applicable specification and that all cerlifteation criteria has been satisfied. 'fbe product described below is approved for listing in the next publi.5hod issue of the Direvtoi' of Certified Pr(Aucts at Pleasereview, and advise NAMI immediately if data, as shown, requires COMPANV NAME AND ADDRESS 3ELD-WEN Exterior Doors 3737 Lakeport Boulevard Klamath FaI15, OR 97601 JELD-WWs "Stcc) Wood -Edge" Full Lite Fixed Sidelights w1ODL Impact Glass or ODL Impact Allen Frame Configuration, filming: 16 -1 -aminate -1118" Annealed Glass" 0.090" Solutia Glassil,,T' Tempered Glass Frame: W-940m;*37") 11-2032mi-n(ST), Panel-, W-889tarn (35") 1-1-20071nim(791') DLO: W 1t-1 t326rn{i SPECIFICATION PRODUCT RATING TAS 201/202/2,03-94 Design Pressure: +80/-80 psf Large Missile Impact Rated Product Tested By: National Certified Testing, Laboratories Report No: NCT1,2 10-1194- I/SJW2011-73/W-1487 Expiration Date: Sgpte!Mber .30.2015 ,./' Adniinistrato's Signature: 'P, NATIONAL ACC' RVDITATION AND MANAGEMENT INSTITUTE, INC. 4794 George Washin-ton Memorial Highway Hayes, VA 23072 Tel: (804) 684-5124 Fax: (804) 684-512.2 JET FNe Steel FVFFIGY EA VE?• CCNTCllF E P"W 9Ca7 EDGF dPA CUE $M& :)UJ•StYNNG MFACrJ1,MWLLNFSWPU&WlFHVJlF.SiLEU ES SET-JE9? L DOTE£ 1, 7R1S PROV IS DESIGNED 70 COMPLY WH THE Ot7RRENF FLORO WLDJNG 091E AND HrDH YELOCAy WIR ML ZONE 'WWZ" RE4UIREMUM.• 2 WOOD BUCKS P 0744. MUST BE ANCI-WED PROPERLY 70 TRAl{,sPER LOAM 70 n Ll S7RUC7URE 3. AQOWC7 AW.MWS S:WLL &E AS USFED AND SPACED PER ANCHOR LOCAWON a WINUS ANCHUR EMBEMW TO BASE WER1AL SHALL BE BEYOND YilU ORESEW OR S7LIr7CA• 4, SEE TWE r ON INS SHEEF FOR DESW PRESSURE Ra74',iGS• 5, 'AWS PRODUCT U9M 7HE WATER RE01105E43 FAQ MZ' ZONES. SEE 7W DESIGN PROSURE OWF BELOW. a BOOM ARE IMPACT RAM AND 90 NOT REOUIRE WAW—DARE APPROYEO NAPACT AESISTANr SHUTTERF, 7. MAYI—WE APPROVER UPACT RB67ANT SNU77ERS ARE REQURM FOR SIDELI7ES & S47EWES ARE AN OPWUN MD PAN BE U5ED W A SINGLE 4R DOORY CONnV,M7?ON_ RE7cEhrdLlfi?,ArTSDCEcLDCOR;GalrnlcNmsltr. ty•rnon'aTJ r.' 'F "t?ldtid l ;luyA I TL(." Q'.S. Fora sheets. 24 ga. {0.4241 mf—um U ckmisa. G*arxted MaW A-525 commwvc 61 quak - AKDO par ASTM 620 wvth waroW ffh.v .L— yreld sbangth Fy(avay=24600 AW, Cwe dtzb2z E■ ended pojtsiyrane w4h 1.0 tD 1,25 lbs1,.4 deslr. by df2D-14E4. INC, DoD• Panel Conefracta ' T714 active ord +moo6re panda ore com(nxOed from 24G4 f0020" mr galvanized atsW 7lv Face sheat toga and bottoms are bapt BO' Over the tap aad batten m9s„ The tap LYL mY mBWfRaa 1.67' wide r 1,042" high, The steel bottom UP ;s role loused 0,027" 0*01ZOd steel medsunrq 1.67' woe x 7,21' Njk The sides of the We sheat are rtai foamed Mk Me OL latch Sfire aid Ponderosa Pine binge Stile which measure 1,67m r 1,0 The rvteni r cd ft is lE4'ed loth p*sfyrene, The 'else :Meets we oed to The pGj^StyrenG Fled LFe Oorisf.; The sash is 4nshoelgJ from 244.4 0.020' mih,y gdyantned OW. The edges of the fdce sheet dm bait 97 arer the v~we core wad glued to it. The slda'ne paneAJ are rokiled to recerve the Oa Up Ute Frames or The opliovsdl 7rinYy Ught }lanes• (See sheet 7 for gPaZxig del-ls) The We frdmes art sealbd w/ 00 04z(ng coropoWd an the er rAor. Frame Cansbaatran 714 frames era oonukxted From Pondvm pine jambs mevat—g 125' wide r 456'25' daep. The door and wdairte head jambe are morilved and butt jo&vd to the alae tpm6+s and attached wftb (3} tOOk 2' x 7/16' awn wke stdples. The tarns use d sidna6rd fine Pemko threshold medsWJng 4,041" chap x 7,0' high, The threshold rs dtta hed t4 Use barns WM (31 160A. 2" x 7/16' crown wie sfaNes. F H _875" TYR. 745" MAW_ OA RW E WD71i t25' 8N1(, OA 36" hAyl 0A, AANE7 M67H PANEL M07H WAS7R40R ' w a E9 go ;' dlfr�` PHPE RfRIS' �IP11flt�t789b s0' MAX IN4CrNE AC7rJE OA PANEL HEK'r.'r aNY, sr; & SAFFEL CRANING Nae S-2104 OA Y. DA LAME Vir Q.G25' J 37,75" MAY. OA FPoSWE W0TH •575' TYR 36" Max. OA PANEL WIN Llk RIYA W. MAY. OA PANEL. hL9GlYf a1,2s^ MAY OA FRM E ,VCWT 0.625' 9C.41 D 7t+SWM10 &WC7 LPNF M rant r �. V00 F7b3M 89' µax_ OA PANEL NEIGHF 61,25^ 4Wx OA FIZ4WE MUCA7 0.75' D' 90 PR SSW' R4794C-'WUZ WM MT07W AEOhWVW15 NM SAUTE W(W Or, ox 740. OV) ' w a WIV M Y-WPAC7 MGM ;' dlfr�` PHPE RfRIS' �IP11flt�t789b Li ME 0" t1Wr A W. Wal 6x'46) �5T AHf -57 psr WAD NW-WAAC7 76JAB jWd 70.25' hWx OA FBAWE MOTH .75" 75 MULL. 15.5 MOX, OA, TYP, BAR 7YP, SVEU7E FRAME W7N .675- 36' f,Wx OA 14' MAX. OA. Ti P. PANEL M07H � PANEL WUN ti ®® AML s" NAY, ? $0' A. 0,L,0• W w WVM Wk PANEL &3.125' a rti � Lr' HEG4T MAY Lu n 3G OA 81.25' D.Z4. M yk MEW DA Tr 4 FRAME HElW SB GXE OL75WW RNAC7 x � 0.15' 0.625' DN'r (0x0) W! NON-WHAC7 w � 5UELITO Y&VM FROM E1t7ERM w z�� 107' Max. OA FRAME WQTH az B75 .725" •75" MULL, 115' W. O,A 7YP•CPR Trp. SUEL IT FRAME IWDTH Q 36.625' MAY, O,A PANEL KUM 36 Max. OA 14" MAX OA. 40� W/AS7AL PANEL tWD7N PANEL WD74 41 S 7. ® ® ® ® 6' WAY a a 4`-04CR1E ACT7bE OA ALO. AM "131 WOW 63.T25" .2 OA X, N HErHT 0.625' 7tgitalA•sgnPd byHermas F Norero, P.E. Eeaso n: I a m a p prouing th u dx ument late: 2012.05.01 1751 *25 -0100 DOUBLE OU7SKIMC 14MACT ilttlftr UM'r (DxxO} W/ NON -U -AC? `"% F. Or SWb7O WEWED FROM EXFV7.'DR ' w a o v ¢ u w ;' dlfr�` PHPE RfRIS' �IP11flt�t789b Pmwrd 8l• BUR M maw, OMC. Pham 407-644-0057 Far. 447-644-2366 auL 8-17—Oi �uE• M.7•S. jWd aNY, sr; & SAFFEL CRANING Nae S-2104 ver t OF-jL Q75- MN, WNCRET1 0.75' MIN. CONCRETE/ EDGE UST WONRY 5 EDGE DIST, M&SOT Y 5 1.50" EN 07HER f,54" f3Y 47MEft 0.250 - $Mff4T 2 HEIGHT h1JG4T SEE NOTE 2 ON $HT- 4 2 r ' 7 ' 4 EE NOTE 6 ON29 7 SHT. 4 EE NOTE 8 ON 4 B EE NOTE 9 ON 3 SAT. $ 7 SEE DE QL 7 g ON SAM 5 ' SEE N07E 3 ON $H7 4 s SEE EiETAL' 7 014 SHEET 5 G1TE 3—T7—Oi 7 5 SEE DE NL 7 3 1 ON SHEET 5 DOOR 57EEL FADE SHEET 24^A {0.0 STEEL ' FRWE HEA Mf4CER JOINTED POMMOSA 3 3 MME 6MU WOOD 7RE N07E 6 ON SMT, 4 SEE N07E 3 D 1,25" 7 p 2,50 MfN� 5M, 4 7,75' 2.50° MIN. cDNc�E7E/ MMS WRY 4,750 AN f.754" Am. 7 EDGE DIST, WSONRY_ PM& 74K PANEL Tw 3 EX AST 8Y OTHERS EMB 7 STEEL 70 VERTICAL CPQSS SECTION SEE NOTE 2 ON VE llTIGaL CROSS SECTIQN DOOR TOP Rk wrFU UICU LIdlA TUFT UOLD SHT 4 3 AT S! ELITE SASH SELL 13 0.f25' MN. a WOOD 74 10 Y 1 4 WOOD Ssm GLASS TNK, n A47FRK?R WOO& Ek7ER1a4 1NFERrh4 MMOR 80.0' 80 0' 81.25" r7 87,25" MAK, 76 for USED wx' MAX, SEE CLAZWO MAY. Od FR*E 2K Wa1 SUBBUGC W�T7 PANES OA DETAILS, SHEET PANEL 1AEICM ARQE 7 HEIGHT HEIGHT h1JG4T SEE NOTE 2 ON $HT- 4 2 r ' 7 ' 4 EE NOTE 6 ON29 7 SHT. 4 EE NOTE 8 ON 4 B EE NOTE 9 ON 3 SAT. $ 7 SEE DE QL 7 g ON SAM 5 ' SEE N07E 3 ON $H7 4 s P eQra e� 8T. EULD+NC DROP^. M )'Mona. 407-644-6957 Fw. 40T-644-2366 G1TE 3—T7—Oi + DOOR 57EEL FADE SHEET 24^A {0.0 STEEL ' FRWE HEA Mf4CER JOINTED POMMOSA , 1.25 3 MME 6MU WOOD 4 1,25" WOOD 2,50 MfN� FMN, CAVGf fE/ EWT` 7,75' 2.50° MIN. cDNc�E7E/ MMS WRY STML 7 EDGE DIST, WSONRY_ 9 EX AST 8Y OTHERS EMB gy OTH�S STEEL 70 VERTICAL CPQSS SECTION FOAM VE llTIGaL CROSS SECTIQN DOOR TOP Rk wrFU UICU LIdlA TUFT UOLD 12 AT S! ELITE SASH SELL TthIATERM P eQra e� 8T. EULD+NC DROP^. M )'Mona. 407-644-6957 Fw. 40T-644-2366 G1TE 3—T7—Oi i DOOR 57EEL FADE SHEET 24^A {0.0 STEEL 2 FRWE HEA Mf4CER JOINTED POMMOSA WOO 3 MME 6MU WOOD 4 MME LATO14 A40LR J TATTEDPONDER054 A WOOD 5 4' r 4' 72 FE5l7El?STML 6 A X I' AFM f944D 5Yrfdt'N MIME M DOOR) STML 7 DOOR LATCH STILE LA 9 1 OMWM PEMKO ME ACE T1+RES MD UM 5 BRAD 7RV M41L 76(;4,r7 {FOR MULLION CAP) STEEL 70 COMMESSION WEARUFM FOAM 11 DOOR TOP Rk M 12 DOOR 8Fj77DM Rbk SELL 13 DOOR MADE ME 1FNXR JONTED PONOMW PA'+L"y WOOD 74 10 Y 1 4 WOOD Ssm n 6& BLOCX FA'iUP JOAYIFO PaN0ER694 WET WOO& 16 J 76- ITW TAPCON ANCHOR W1 1 114" MIN.STEEL r7 EAIPANDED POLYSTMENE T1.0 to 7,25 4.7r—,iDE,4SM'/j B�Y JELD-'NEN FW 76 for USED - 79 2K Wa1 SUBBUGC W�T7 24 SEAM 0,25' MRu, 7HIC, MICH RY PLASTIC OR GREATER - 21 MNKSET 400 SERIES KNO9 STEEL 22 KMkSET 77FAN 700 SERIES DE4 T NOT SgOVN 23 jF8 r f 112- PL43CREW fWL LITE FRAM) 4 r 2' PFM 5L"iREW 25 &8 r 2 7/2 PFM 1YOOD SCTbEi1 0 Y 1 PRI YR W SCF 4WLRI.1L TO DOOR MSTEML26 7 10 r 2 PRN WOW SCREW28 MJUAN GAP29 SILICONE OAIJLX (CF L4WRENOE 33C, JO aAZMC COMMND OSA BY ODL SL170NE 31 HRAD TRAM NAIL ISCAv 3 4 FOR 3/2r- WJARTER ROUND J2 3/8' QUAWER ROLNA9 S SRTP WOOD 33 CORNER DLOCKS FOR STEEL DOOR BOTTOM RAIL MDF 34 SOkACF KNOB SET f STEEL 35 SCR --Z DFADSOV 60 MDT SHOWN STEEL J6 SDEU7E El ACE SHEET 24Ch a,02O' MAY. SIEE STEEL 3T 7A$' IEMPERff} CLASS {gY PPO} GL6ss J8 00L UTE FRAME SO SPAMG4 KLYCM PP5530 C13 POLI g40P, J9 PRESSURE TREATED ANULLJON STAR 3 4 x A. 9 76 r 81 1141 M. WOOD 40 ALUAMN EWRUDER AMAIWER64U ALUMINUM 41 ASTR4W MAKE PLATE (BY &PERY0 STEEL 42 YALE KNOB RITALiE SERIES STEEL 43 YALE OFA OMT hERITACE SERIES MDT SHM 44 SVEU7E MWE NW, SILL AND AMRS 4FA40ER JUINTED PONDEROSA PNS) WOOD 45 LI7E FRAME V 7RIN,'TY FOR 1/2- I.C.U. POLYPROP, 46 112" INSUL4M TEMPERED CL4SS EI'/ TWIM AMPAC CL/5S 47 L17F FRQE BY 7RIW7Y1' GIAZ POL1'F149P, 48 1" WSULA7ED 7B POED C1ASS (BY 7TAy MIAMPAC) CLASS 4$ LIFE FRNk 35FAW-W x 7 VT LONG PAKEAD My TRI 50 CWOOND DO4Y7719 S NE 51 10 woo Ns 7K1N SGREIY Wl 7,50" M. EMBERA547 STEEL 52 DOOR L MN STRIKE PLA7F STF�f 53 1 DOOR LATCH D50 BOLT S OM PLATE tti +t STEit <Er •�'� -„ty .y ku ri •`"^ � + '�qr}rW��•,,� �*,�'” WE 9TIFSq n yk'h aaa+s P eQra e� 8T. EULD+NC DROP^. M )'Mona. 407-644-6957 Fw. 40T-644-2366 G1TE 3—T7—Oi �E' N.T.S. cHK. ara S SAFFELL S-2104 SEE MOTE 4 2 7 2 4 5 7 7 7 ON SNT. 4 214 4 E TMOR a" a0a \ 075" MCE A ° ° SEE DETAR 5 e a ON SHEET 5 o- s a a I C\ HDR120NTAL CROSS SECTION 0250 AN+x, KLATCH ,IAMB TO BUCK I.50' MIN. Sri CONCRETE/ EiA8E0_ WSOM W BY OTHERS SEE NOTE 7 ON SM 4 ! 7 6 5 B 3 q 9 SEE NOTE 7 am 9-17-01 J 4N BHT. 4 p' PMVW.cd .e J. WALE, M.T.S. 2 Z ti ¢ EVERIO r 1750' MAO. PANEL TNI( g tif MAWNc NAa BOOM DRaan INC. S-2104 Ly • 4 • / /j 4 M1WJONR Fw. OPT -baa -33:a / s BY OTHERS ` s a � c c ,`1T pYSO .1" EI *tli• r b s 0_75^ ANN `ip SSS^�777 x SEE OETAAL 5 ON SHEET 5 'A EDGE HIST wo� w N(3RI ONTAZ CR055 SECTIDN N+r�cE M6 TO guy+( p b 0.260' Max, b 5NN1 a� m 14� 1.50 MIM, uo � MED, ti 4 : O 40 AgFAG4L THROW BATS {2} TOTAL' {7 EACH} a 7 7 7 4 S 7 7 7 2 s 4 EVERTOR 0.31' 064 r OX LC, AT TOP & BOTTOM 1 ACTIVE SEE W7E 2 I SHT. a /P/ INZEROR MAIL 7 ASM4CA TO STILE dTTACHkaT 1 750' MINNOTE, ITEM 24 NOT SHOWN WS PANEL TNI( JY /� VFW FI}R CiaRyl{{1tl�rr+rr No SEE UETdk M1` Z" SEE NON 07E 4 4 1 ON TH�j SHEET *f-" 1,AVE Y°{ h Z NORIZ NTAL, CRO SE 71ONln3 AT MI'ERIAL ASTRAGALPi pr , am 9-17-01 J p' PMVW.cd .e J. WALE, M.T.S. 2 Z CNK, gr, S. SAFFELI. u MAWNc NAa BOOM DRaan INC. S-2104 �.` [+ Atana 401 -Baa -8957 3c s Fw. OPT -baa -33:a 3 SEE NOTE 4 ON 9ff 4 3 SEE NOTE 3 13 ON SHT. I& i SE GIAZAYG �/f SHCE7EET /�/ SEE NOTE 6 y ll ON SH , 4 "'0 7 2 4 3 Ex7ER7pR 1.750" WN, 1 I ER r PANEL 7W. 7 {] 2 SEE N07E 5 7 7 ON SHT 4 �SEE DETAIL 5 ON SHEET 5 HORIZONTAL CROSS SECTION 4 AT SIDELITE TO LATCH JAMB NOTE 7 SHT, 4 NOTES- CONCRETE/ 7, SPAGINC FOR REM 126 THE ill? r 1' PFH SU E'WS A77ACNM 7HE ANPENAL ASTR40AL TO 77I' IN4077VE DOOR IS MASONRY AS FOLLOWS: FRIM THE TOP DOWN & THE BOTI00 UPS fA' 2.57, 4.0 5.5. 43.4" 78.0' k 26,4", BY 07WERS 2. SPACING FOR IT&W f'23 7HE JS r 1 112' PLASUhEEW IS AS FULLM' TOP A 807709 HORIZONTAI LY SffJ IFE PANR , 3.0" IN FROM EACH CORNER. ON THE SEES, VERWALL FOR THE III IIT PA r s. J.0. 43.0' 2&07. 39.0 52.0" & 63.0' ° , J. SPACING FOP ITEM 131 777E 1604 x 3/4' BRAD 7PW Nb& ATTACHWO THE OUARFER ROUNDS 70 THE SCIELITE AND s 17517 19 THE 76QA x I" BRAD TRAM NAIL ATFACHING THE MUUJON taW 70 THE ,1fLRLION BAR VER71GAtLY, IS AS b FOLLOWS: TOP & BOTTOM NORL0NTALLY (FOR THE 318" QUARTER ROUND). 4,25" IN FROM EACH CORNER W47H 4 {7} NAIL MIO—SPAN. OH THE SIDES VERWCALLY 6FOR 807H 3JB° OUARTtR RtTJND A MULLION S,fa, 1,25 FROM EACH END & SIY AFORE " EOLALLY SPACE& ON THE FIELD. P 4, WHEN ATTACHING 7HE STRIKE PLATE r4 THE .laMB AND BUCK U5E ITEM 125. A #8 x 2 4/2" PFH WOOD SCREW. WHEN ATrACWNC TI$ S7RKF RATE TO THE .4498 AND SIBEL TE dA+3 AT THF WULUON USE PEM #24, A J'8 x 2- ° FFN WOOD SCREW. ° 5. SPACWG FOR ITEM 125 THE JS x 2 712' PFN WOOD SCREWS ATTACH Mti; THE JAMBS TOGETHER AT THE MULLION, 15 AS FOLLOWS, 60" FRAU EACH W7717CAL. CORNER ',W7H (4) MORE SCREWS EOUALLY SPACED ON THE FEB. ^' 6. THE SIDE67E PANEL r SECURED INTO TAE $10ELRE tAL,48 W/ IMM 129 SILICONE CAULK ON THREE SIDES AND ; 316" 06AR7ER ROUNDS SECURED WR74 RW 131 BRAD TRAM NAILS z 314-- LONG. D.75" MIN, e 7. WHEN ATTACFAy4'4 THE NINGE TO THE JAAI4 AND BUCK OSE I7EV #27. A P0 x 2" PFA SCREW, WHEN ATTACHM EDGE DIST 4A THE HINCE 70 THE JAAfB AND SIDELRE JAW AT 7HE MULLION USE 17r_M #74, A x'70 - 13/4" PFH WOOD SCREW. S. SPA.CWG FOR ITEM 149 THE J6 x 1 712' P yCAD SCREW (7RAWTY LREFRAME) IS AS FOLLOWS, SIDFtIFF 117EFRAVE FROM 7WE TCP DOWN VERT.ALLY. 30: 48.4625: 32.8f25. 47.5625• do 62,625 SIDEUTE L17EFRAWE TOP k BOTTOM, FROM THE LEFT_ ONE jI j SCREW AT 4 4375•. 9. ALTERNATE CONCRETE/MASONRY INSTALLATION ANCHORS OF EOUMALENT PERFORMANCE CHARACTEWS77CS CAN BE USED UPON APPROVAL OF THE ARCHI7ECT OR ENGINEER OF RECORD FOR THE PROJECT OF INSTALLATION, 7.50` MR 10, USE ITEM J61 WHEN INSTALLING INTO WOOD SU657PA7E AT HEAD & JW85. USE PEM #25 WHEN IN5TALUNG INTO MUUA0NS. USE ITF71f J16 WNFN INSTALLING IN70 COI RFTEIMASONRY SUBSTRATE AT SWJT 51tLS. NOTE 3 SOT. 4 MA SEF N07E 2 2 ON SHT 4 3EE 07E 6 ON SHT. 4 SEE DEFAN 5 ON SHEET 5 0.250" MAY. ~'t 2FE LA co ey ke SEE GLAZING x DEFAILS. SMEE7 7` EYTERIOR 0 125' MIN. J INTERIOR SEE NOTE 2 SEE NOTE 5 ON SHT 4 �� ON SH7 4 SEE N07E 6 7 HORIZONTAL CROSS SECTION o ON SNF, 4 SEE DEFAR 5 6 0 ON SHEET 5 0.750' SEE %AZAMIG LETALS, SNEEF 7 H(}RIZONTAL CROSS SECTION Pmpvcd 8f. jw w 4 ; T SIDELI7E TO HINGE JAMB ZN , 6+: S. SAF b l h4 NOTES- CONCRETE/ 7, SPAGINC FOR REM 126 THE ill? r 1' PFH SU E'WS A77ACNM 7HE ANPENAL ASTR40AL TO 77I' IN4077VE DOOR IS MASONRY AS FOLLOWS: FRIM THE TOP DOWN & THE BOTI00 UPS fA' 2.57, 4.0 5.5. 43.4" 78.0' k 26,4", BY 07WERS 2. SPACING FOR IT&W f'23 7HE JS r 1 112' PLASUhEEW IS AS FULLM' TOP A 807709 HORIZONTAI LY SffJ IFE PANR , 3.0" IN FROM EACH CORNER. ON THE SEES, VERWALL FOR THE III IIT PA r s. J.0. 43.0' 2&07. 39.0 52.0" & 63.0' ° , J. SPACING FOP ITEM 131 777E 1604 x 3/4' BRAD 7PW Nb& ATTACHWO THE OUARFER ROUNDS 70 THE SCIELITE AND s 17517 19 THE 76QA x I" BRAD TRAM NAIL ATFACHING THE MUUJON taW 70 THE ,1fLRLION BAR VER71GAtLY, IS AS b FOLLOWS: TOP & BOTTOM NORL0NTALLY (FOR THE 318" QUARTER ROUND). 4,25" IN FROM EACH CORNER W47H 4 {7} NAIL MIO—SPAN. OH THE SIDES VERWCALLY 6FOR 807H 3JB° OUARTtR RtTJND A MULLION S,fa, 1,25 FROM EACH END & SIY AFORE " EOLALLY SPACE& ON THE FIELD. P 4, WHEN ATTACHING 7HE STRIKE PLATE r4 THE .laMB AND BUCK U5E ITEM 125. A #8 x 2 4/2" PFH WOOD SCREW. WHEN ATrACWNC TI$ S7RKF RATE TO THE .4498 AND SIBEL TE dA+3 AT THF WULUON USE PEM #24, A J'8 x 2- ° FFN WOOD SCREW. ° 5. SPACWG FOR ITEM 125 THE JS x 2 712' PFN WOOD SCREWS ATTACH Mti; THE JAMBS TOGETHER AT THE MULLION, 15 AS FOLLOWS, 60" FRAU EACH W7717CAL. CORNER ',W7H (4) MORE SCREWS EOUALLY SPACED ON THE FEB. ^' 6. THE SIDE67E PANEL r SECURED INTO TAE $10ELRE tAL,48 W/ IMM 129 SILICONE CAULK ON THREE SIDES AND ; 316" 06AR7ER ROUNDS SECURED WR74 RW 131 BRAD TRAM NAILS z 314-- LONG. D.75" MIN, e 7. WHEN ATTACFAy4'4 THE NINGE TO THE JAAI4 AND BUCK OSE I7EV #27. A P0 x 2" PFA SCREW, WHEN ATTACHM EDGE DIST 4A THE HINCE 70 THE JAAfB AND SIDELRE JAW AT 7HE MULLION USE 17r_M #74, A x'70 - 13/4" PFH WOOD SCREW. S. SPA.CWG FOR ITEM 149 THE J6 x 1 712' P yCAD SCREW (7RAWTY LREFRAME) IS AS FOLLOWS, SIDFtIFF 117EFRAVE FROM 7WE TCP DOWN VERT.ALLY. 30: 48.4625: 32.8f25. 47.5625• do 62,625 SIDEUTE L17EFRAWE TOP k BOTTOM, FROM THE LEFT_ ONE jI j SCREW AT 4 4375•. 9. ALTERNATE CONCRETE/MASONRY INSTALLATION ANCHORS OF EOUMALENT PERFORMANCE CHARACTEWS77CS CAN BE USED UPON APPROVAL OF THE ARCHI7ECT OR ENGINEER OF RECORD FOR THE PROJECT OF INSTALLATION, 7.50` MR 10, USE ITEM J61 WHEN INSTALLING INTO WOOD SU657PA7E AT HEAD & JW85. USE PEM #25 WHEN IN5TALUNG INTO MUUA0NS. USE ITF71f J16 WNFN INSTALLING IN70 COI RFTEIMASONRY SUBSTRATE AT SWJT 51tLS. NOTE 3 SOT. 4 MA SEF N07E 2 2 ON SHT 4 3EE 07E 6 ON SHT. 4 SEE DEFAN 5 ON SHEET 5 0.250" MAY. ~'t 2FE LA co ey ke SEE GLAZING x DEFAILS. SMEE7 7` EYTERIOR 0 125' MIN. J INTERIOR CLASS TW 4 cy w El HORIZONTAL CROSS SECTION o v c AT,AJ%L.ITE TO BUCK flfr 6 0 SCALE'N.7,S. Pmpvcd 8f. jw w ZN , 6+: S. SAF b l h4 al7o +I,C m"Nc NAA 5-2104 n Abona aQ7-644-6957 Far. 407-644-2366 SNEEr _L OF-, 74,50' WX, CA FRAME WIDTH 70.25' WX OA FPAME WMID SEF DETAL 2 ON THIS SHT SEE DETAk 4 4.50' Typ. 9.00" T(P ¢ Oq" TYP, ON 7H1S SrT7 3Ao" Tr , &58' 6.00"'. n 6 00" 6.00' TYP 12.50 3.00' Tr , .00" 7w. Gt e � 7YP TYP, SEE DETAIL 4 ni .00TYP'. Z � aC cp 6 TYA. 1 1 1 1 1 I 1 Ill II 1 ON 71tiS SAT, w u 7.375"� 6 7YP. 1 11 1 1 1 1 I 7.375' p S St � 7$Y� � • � -' � Tr P. TYP 31" 6 SEE NOTE 5 ON SHEET I. 5 SPACES SMES 73.85 SEE DEFX 6 11 13.85' SEE DUAk 5 ON TI85 `STT. — — — 31.25' ON THIS SHT, 6WX OA (},A. NEA E — 5.50" FRAWE 3s,a25" 15 � TM — — a� a 3.00' TYP7- 00 TY P, a 00" �' 12,125' 3.00` Tr 7 00" TYP 7.qa' 7YP. TYP c—s�wc. SFE DETAk 3 { s � L ON TNI$ SHT, 58`X1 F t3fi 4 WITH 1T? S A1iCFkX3 CCATIONS DOUBLE DOOR VIFWEi7TFTsLhtfLlNffR1G14UES kISR LOCATQNS YEWU FROM IN70WOR i f 165 5 � 5 5 5EE NONE 10 '. 1 SEE NOTE QN SHfET 4 - 1-0 2 7 SHEET 4 ti t o cI o r w ^ j ,1 1 ,1 tuitlltrrer amL ! A 7 q p {+P,f�IJNTERSINK FOR II{STALLA7IgN ANCHORS / ♦ o' i W U r9 '4 DAm 1 gc j$ 6 t w $ 5.50` t I 4 650' t I SEE NOTE 'FI j 377 'E $-t7-qt t'! ? eRCT ed BY. N.T.S. f '� ♦ ti 4 SHEET 4 _i *... �_ * - w 1 2 y sx+x. 6u S SAFfELL MOM NOA DETAIL 2- WAD "B D 13- 0 TH ES D DETAIL 4 MAIL 5 I ' , ms`s 5 5-2184 ASTRAGAL MIKE RATE pA RAcAL S kr P� HMES TO JPMB k DOOR STRKE PLATES TO AVPAGA 8TfWE FTEs a ,,u S ��tl ''2ap +�. 4076644-9957 FBP G ip - n 4 tiwms Ila-._407-644-2305 3uEhT �5 OFQ 87.2$ 1,40x OA FAAME -407.00' MAY. O k FRAYE W07k —y .fes . SEE DEfALL 2 ON SHEET 5 4150" 7YP L8,4f" TYp. 3.Oa" ,00"" TP, 43.44" TYR 3.00" a{}TYP, 6,00" TYL? rte. Dv" .Qa" rep. 6 EYP, U 5 SPACED 0f 13,85" 11 11 1 1 Ilt IIl 1 1 11 1 57 7Yp TYF SEE N07E 5 � ON SHEET 4 SEE DE7?4. 5 — ON SHEET 5 1 z — — 36 625' 7YP, T T i l l I i SEf DEW- 4 ON SHfEr 5 3 00" TY4+ � I 7.00 3.Oa" 7>7o -.J III......... L --- � � rGl7" TYf SEF DROL 3 ON SUEEr 5 DOUBLE DOOR W17H SIDEUrES ANCHOR LOCA7+QY5 VdEWED FRW WTER70R Li 75 AEax, 0,4 FR4ME YR07H SLhY F OR WHOUT SIDELIiES MCHOR LMQT ONS WEWED FROM LNMWOR SEE DETAIL d ON S✓dEET 5 P�we�d 8y. l_J RUM DROn h',Y~ Ab&n& 407-844—b957 Fm. 407-844-2388 Jai � m g r zit W w u - 9D Lu DXM g -17—a SCALE- N.TS. m 2v JW CHK, 6r: S SAF MkVPNC NOA S-2104 VEEr W OF_ EXTERIOR C 0.125" Nw. Tae, (XASS 050" 11171-� ORE Q) W451E NOTE 2 X14 .34m SAT. 4 EXTERIOR 01500' MIN. oz, g. GIAZING DEW I OVL VE FRAYE SINGLE PAWGLASS CLASS ?NK. 0.425' ?Epp. 9 .2,90. XZ SPACE 1,78" T&W&RW CLASS tt- SPARTCH POLYWY PP515,50 C1.3 '25, 61125" TEMP. 2 2 INTEMOR W76qc&c7 GL4SS 57EEL SPACER 8ffE r4a SEE MOTE 8 )N S47. EXTERIOR 0.125" TEMP. GtAZW DETAIL CLASS 1ptiffy LIFE RWE MMATED MW)M CLA56 0 750" WPOY EV -W7 ASR SPACE C0 SS TMK, 0.723" Tbw. M 60- WTEM' ALL CLAZWC CMFCUPA?IM WTER)OR s7ffl. SPACER L CLASS SWL. COWLY WTH sArm GLASSCLAZING RMUAR&ENTS OU7bWD 5ITE NY FEIC SEC77ON 2406. 5 4 4SEE WE 4x*tttti- ------- {W SK, 4 ama 9-11-01 Z —E' N.T.S. GLAZING W.Ak 7,94NV L17F FPAVEJwd INSULATED TEMPERED CLASS Ys . I' : Z 04K, SAFrELL, L(MY EV -5007 'af www DROPS m 5-2104 Phone. 407-644-0957 407 — Fa�, F 0 1 EQ m-644-2366 S"Mr _L OF I _-7 id7,270" J2 DOOR BOT70Y RAR 240A (0,02x') STEEL t_670" 7,OOQ- DOOR AWCE STILE r3 FWER JoMfTED PONDEROSA a RINE WOOD '* LATCH D 57+LE LYC r 4 OF 'TOA FAIL 4,5625" - 2,768" I am" Now " Z 3 FINGER Now A 0 4 44 PSk PM �g- �o,sao" Q831 r' 4'iO' 'T ff;7 4" 7 544" O.r4p' 1.586„ 7,753' -i z,s24' QMNM R4OCk. FOR STEEL 807TDM RAIL MDF r 3,P” LONG 7.50" 1 4,75P' A57R40AL HAS TWO 0.3125` UA, r 9' t&W 6&74 , ! 7 ON TOP, 7 ON BDTTOM F' r.Qp5" ASTRAGAL NAOSWALf 4a 6063-T6 ALUMM M 7 Q COMARFa5 M WE TH139SRTIP SCMLEaL 0-LON {ATS 650 44 ASTRAGAL SRWE PLATE OWERIAL 0.425' STEEL) r7,875' DM+, VAR'ES WITH I,WRDWARE USED �'S1/2" 1.C. JRdWTy LITE FRQ+AE POLYPI7�Y�. TRW?Y PLA57C LAE' KIT MA7ERMAL APPROVED UNDER HtSaId7-O8 &L r,7Qs" � 0 868` 0.482 Q,585" r,T36'0.675 ❑ 2.437"4,P42 a C7 7.38r" 52 DOOR LA7r,9 STIME PLATE &" LAMM DEA STEEL BOLT S7PM(E PW7E S7EE WOOD LOCK & OCK 75 FWER JOWED PONDEROSA PINE 47 " IT ITY AOLYAROA. 7r71NRY PLASTIC LAE KIT ,',¢d7ERIAL AVROVED UNDER HOA k7,-0628At 0, 375' —) h•� i18" 4t1AR7FR RbUHD 32 Sd'aEU7,E STOP 2A40" PAVE --I 1375- �- ® 0.097" ANLLM 28 P* E 07,25" LONG) 38' POL`'AROA GM ALASTC LITE K!T M ATERpL AW34{iVED UNDER NQA i'4P-42004 U D G C� NACIER SEL BUTT 5 4 r 4' r 0,097' 7741, STEL 4,000' Yom-- 4,047- ----i - sY W ccc, 3:f±a u: � m a � 9-1 wro ov JWd 4YIK, gt; S, SAFFELL s-2ro4 CF_ pmwcd By rAviskoll.o.-I B{.YilJ�ii�'i i�Qi�S1i1�".Phuia. 407-644-6957 Far. 447-644-2366 W ccc, 3:f±a u: � m a � 9-1 wro ov JWd 4YIK, gt; S, SAFFELL s-2ro4 CF_ BUILDING DROPS A A Perfect Solution in Every Drop Certificate of Authori zation" 29578 !,"'roiduct Report Of 127 W. Fairbanks Ave. Suite 438 Winter Park, FL 32789 407.644.6957 PH 407.644.2366 FX contact@buildingdrops.com JELD-WEN, inc. Energy Saver/Contour Wood Edge Opaque Steel Outswing Door w/ or w/o Sidelites for Florida Product Approval Port t5") Florida Building Code 2010 Per Rule 9N-3 Method: Category: Sub— Category: Product: Materla][: Product Dimensions: 1— A (Certification) Exterior Doors Swinging Exterior Door Assemblies Energy SaverlConfour Wood Edge Opaque Steel Ou&wWng Door w1or w10 Mdd&es Steel/Wood 107- X 81.25- (MaWmuno Prepared For: '�, YV Ili; N, ni §fist via. 0R. 97601 1111 tj%11,11 . -,% 0% to F - fel 4(,& ZQ Prepared by: g7 T Florida Professional Engineer 4 73778 b Date: 05/01/2012 Contents: ..... Pages 1-4 Evaluation Report 'S�/ONM. Installation Details Pages 5 "If11111111,111 Digitally signed by Hermes F Norero, P.E. Hermes F. Norero, P.E. Reason: I am approving this document Florida No. 73778 Date: 2012.05.01 17-42:30-04'00' 4 BUILDING DROPS APerfect Solution In Every Drop Certificate of Authorization: 29578 Manufacturer: JELD-WEN, Inc. Product Category: Exterior Doors Product Sub -Category: Swinging Exterior Door Assemblies FL#: Date: 05/01/20112 Report No: 2035 Compliance Method: State Product Approval Rule 9N -3.005(1)(a) Product Name: Energy Saver/Contour Woad Edge Opaque Steel Outswing Door w/ orw/o Sidelites 107" X 81.25" (Maximum) Scope: This isa Product Evaluation Reportissued by Hermes F. Norero, P.E. (FL# 73778) for JELD WEN, Inc. based on Rule Chapter No. 9N-3.005, Method 1a of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. doesnot 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. This product has been evaluated for use in locations adhering to the 2010 Florida Building Code. See Installation Instructions S-2104, signed and sealed by Hermes F. Norero, P.E. (FL# 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code, including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complieswith Section 1609.1.2 of the 2010 Florida Building Code and does not require an impact resistant covering on outswing doors. 4. Non -Impact sidelites do require an impact resistant covering when used in areas requiring wind borne debris protection to comply with Section 1609.1.2 of the 2010 Florida Building Code. 5. Site conditions that deviate from the details of drawing S-2104 require further engineering analysis by a licensed engineer or registered architect. 6. See Installation Instructions 5-2104 for size and design pressure limitations. Hermes F. Norero, P. E. Florida No. 73778 Page 2 of 5 BUILDING DROPS FL#: Date: 05/01/2012 A Perfect Solution in Every Drop Report No: 2035 Certificate of Authorization: 29578 L±j Quality Assurance: The manufacturer has demonstrated compliance of door products in Accordance with the Florida Building Code and Rule 9N-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation & Management Institute, Inc. (FBCOrganization #QUA1789) Performance Standards: The product described herein has been tested per: Referenced Data: • TAS 201-94 • TAS 202-94 • TAS 203-94 1. Product Testing performed by Certified Testing laboratory, Inc. (F BC Organization # TST1577) Report#: CTLA696W, Report Date: 11101/2001 2. Quality Assu ran ce National Accreditation and Management Institute (F BC Organization #: QUA 1789) Hermes F. Norero, P. E. Florida No. 73778 Page 3 of 5 BUILDING DROPS APerfect Solution in Every Drop Certificate of Authori zati on: 29578 Installation: 1. Approved anchor types and substrates areas follows: Through Frame Installation: FLS: [date: 05/01/2012 Report No: 2035 A. For two by (2X) wood buck substrate, use #10 Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete or masonry substrate where one by (1X), non-structural, wood bucking is employed, use 3%18" diameter ITWTapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete or masonry substrate where wood bucking is NOT employed, use 3/18" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. Refer to Installation Instructions (S-2104) for anchor spacing and more details of the installation requirements. Design Pressure: Design Pressure xx, MID x, oxa, X01 cox GutswingPositive 57 PSF* Positive 66 PSF* Negative 57 PSF Negative 70 PSF *Unitsmeet water infiltration requirements corresponding to noted design pressures. Hermes F. Norero, P. E. Florida No. 75778 Page 4 of 5 BUILDING DROPS A Perfect Solution in Every Drop 1G1,A Certificate of Authorization: 29578 A ►, � a ► FL#a Date: 05/01/2012 Report No: 2035 Installation Method JELD-WEN, inc. Energy Saver/Contour Wand Edge Opaque Steel Outswing Door w/ or w/o Sidelites 4.50' TYP, 16641' TVP. 104' 7 ff'Ji? 7YP 2344- TYP 3.d0` 7YP, 6,0CTYP. 7YP, 7Y . .00' TYP. 6 TYP,6 5 S?AC£S @ 1155' J Jl J! J J IJI JIJ 1 I IJ IJ I I T T 1 T T 1 1 3.00 7YP ji` I I7,OD" TYP, +tt ,OQ' 7YP. 300' 7 1� T 7.00' 7YP_ G� I ra I 25, P Hermes F. Norero, P.E. Florida No. 73778 Page 5 of 5 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: PZ t 3-- 13 2 Structural Critique Sheet Page 1 of 1 sJ "WH ` k'Z%c' FroF P ArJS Do Ny:r. 4=114'(etf-, L -W `4tv w S tom^ V P (-"I, Pau Gy a -p -c coo p U-5 .4 P- C -0 Iv 1rr-_7t��.� "E - L�L2 '9? '(713u"5 V601 JIa�uS -� o GZ- C -P, -Pr' -J L- 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 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 tbllq�3 Permit No: 'J 3- 13 2� Structural Critique Sheet Page 1 of 1 91iZrC, f -b F PL yrs 7>D 9&-• r✓ 4letf -ASC LAW -Q--ffv W S 'g(ti Pc p 41 --op w N-t� L' C -tit,,, c s ti -S PrGr -hCl 5 3to—p8 SgC—ciVI co+�E-5 -PF- . allccx- CION11te761-tv vP(" F�1 " a -F-kq V-e-gs-1-0m � Rev ;t ->c '9P - '(:�Ul VC01T Is M;� I_ Sep- c e �� S`PGc' Fc' CA"Et'a nl k Woop -IT Ala7 ZgPF46� ---- 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