Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
3758 Saltmarsh Lp 17-2828; ELECTRICAL
CITY OF SANFORD m BUILDING & FIRE PREVENTION F< PERMIT APPLICATION n )Ian mcd l Application No: ; Documented Construction Value: Historic District: Yes No-0 Job Address: 'S' o . Residentia Commercial Parcel ID: Type of Work: N Description of Work: Addition Alteration Repair U Demo Change of Use Move Title Plan Review Contact Person: Fax: Entail: Phone: Property Owner Information Phone Name Resident of property? Street: 1 , City, State Zip: / Contractor Information J /3 Phone: Name Street: L ri >rip. D.L Fax: State License No.: City, State Zip. , Architect/Engineer Information Phone: Name: Fax: Street: E-mail: City, St, Zip: Mortgage Lender: Bonding Company: - _ Address: Address: CEMENT MAY RESULT IN UR WARNING TO OWNER: YOUR FAILURE TO RECORD PROPERTY. OA NOTICE COMMENCEMENTMENT MUSTOBE PAYING TWICE FOR IMPROVEMENTS TO YOURN. IF YOU INTEND TO RECORDED AND POSTED ON THE JOB PR BEFORE HTTORNEYI BEFOREORECORDING YOUR NOTOBTAIN ICE OF FINANCING, CONSULT WITH YOUR LENR OR AN COMMENCEMENT. certify that no work or Application is hen has made to obtain a permit to do the work willtbetaerformedations sto meet stands standardsof all laws regulating construction docommenced - prior to the issuance of a permit and that all workP plumbing, signs, wells, pools, in this jurisdiction. 1 understandand separate permit must be secured for electrical work, p g+ g furnaces, boilers, heaters, tan _ FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5`" Edition (2014) Florida Building Code Permit Application Revised: June 30,2015 w s of this permit, there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requirementfoundinthepublicrecordsofthiscounty, and there -may be additional permits -required from other governmental entities such as water management districts,, state agencies, or federal agencies. - Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the pert -nit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an ning. Signature of owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Knowrtto.Me or: Produced ID Type of ID yJl- 4 Da Print contractur/Agent's Name D] 1 f7 Signature ofNotary-State of Florida Junan K. O'ClairaV'1, r, Commission t GG151707 Expires: October 15, 2021 rilnt„, Bonded thr Contractor/Agent is ernsonall Known t or _ Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Ele`trical Mechanical Plumbing Gas[] Roof N. Flood Zone: Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application Revised: June 30, 2015 i'$SyC T nit..L WYNDHAM PRESERVE CONTRACT AGREEMENT SERVICE PLAN SIZE. SQ ET A/C SYSTEM PRICE 10-kW HEAT 240V, 60A 6,663.00 BARCELONA 200A 2392 5-TON AC 240V, 50A 10AW HEAT 240V, 60A 6,667.00 CARNIVAL 200A 2402 5-TON AC 240V, 50A 10-kW HEAT 240V, 60A 8,477.00 CYPRESS 200A 3449 5-TON AC 240V, 10AW HEAT 240V, 60A 6,992.00 GLp,STONBURY 200A 2798 5-TON AC 240% 50A 8-kW HEAT 240V, 50A 5,740.00 MADRONA 200A 2091 4-TON AC 240V, 40A 8-kW HEAT 240V, 50A 5,455.00 MARGATE II 200A 1966 4-TON AC 240, 40A 8-kW HEAT 240V, 50A 5,701.00 MELBOURNE 200A 2107 4-TON AC 240V, 40A 5-kW HEAT 240%35A 4,279.00 MILAN 200A 1349 3-TON AC 240V, 30A 10-kW HEAT 240V, 60A 6,281.00 PEMBROOKE 200A 2570 5-TON AC 240V, 50A 10-kW HEAT 240V, 60A 6,616.00 PENNSACOLA 200A 2570 5-TON AC 240% 50A CONTRACTOR/OWNER: DATE: DATE: G _ EDMON50N ELECTRIC: _ ... _-- -=- _:,..:t=_n - _.. --.. -_ 1034 Skipper Road • Tampa, 'FL 3 13 -Phone:(813)910-3403 Fax:(813)910-8546 • www.EdmonsonElectric.com FLORIDA LIMSC J CC.1300S408 r NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off -the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. L Signat4of% eer/Agent Dat Signature o Contractor A t Date Vishaal Gupta Vishaal Gupta Print Owner/A s Name Print Contract gents Fe ignatu of No Sign re of Notary -State ,lo(tdC.•,, MI L PARKISON78.nd MICHELLEPARKISON ''4 "t MYCOMMISSION # FIF 063452COMMISSION # FF 063452 EXPIRES:;'J{,Ar};;PIRES: October 30, 2017 dod T October 30, 2011 d Thr On hru Notary publicuNotaryPubllcUndonvrllnre Undorwrltnrs Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical[? Mechanical o Plumbing0 Gas[] Roof Construction Type: VS Occupancy Use: 93 Flood Zone: x-SEE A: tTAclf EQ Total Sq Ft of Bldg: 14 t S Min. Occupancy Load: to # of Stories: i New Construction: Electric - # of Amps 1115b Plumbing - # of FixturesI fep Fire Sprinkler Permit: Yes No [r # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: 0 23 UTILITIES: WASTE WATER: ENGINEERING: - CL 10->-1_1 FIRE: BUILDING: `F to. 39- L COMMENTS: ok to construct single family home with setbacks and impervious area shown on plan. 21. 0 '/o %"10 13y9 ( VI-ML1- C J Grp - Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 Documented Construction Value: $ 126,502.00 Job Address: 3758 Saltmarsh Loop, Sanford 32771 (Lot 9) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0090 Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkisonCaD-parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783 Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 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. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should --calculated charges figured off -the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of weer/Agent Dad Vishaal Gupta Print Owner/ARorfis Name of 2-1 //7 MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Sondod Thru Notary Public Undorwrtlore L4M Signature o Contractor Ag t Date Vishaal Gupta Print Contract eorlJntsName a-/ // 2 14";H :LLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 indod Thru Notary public Undorwdlars Owner/Agent is V Personally Known to Me or Contractor/Agent is ' Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 96 Av -?-12 WASTEWATER: BUILDING: Revised: June 30, 2015 Permit Application r City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 3758 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0090 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: E New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 009O F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: W floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2828 Reviewed by: Michael Cash, CFM Date: October 3, 2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 1-1- 2$2g Address: 3'1!g$ S nwaits BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 +l Insulation Rough In 70 Drywall / Sheetrock 40 V 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 V ti aLcz s..r IMIt CT'C 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final F-- Min Max Inspection Description 10 PlumbingUnderground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & F—187 tioR7n, Landscaping in Right -of -Way www.sanfordn.gov Department of Planning 8r Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or ' sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kwwwm%below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbeareyoudig. 1 Project Location/Address: 7S^f 77 / 2. Proposed Activity: Driveway 11 Walkway Other: 3. Schedule of Work: Start Date Completion Dale Emergency Repairs 4. Brief Description of worts• Construction of new driveway for new single family residence This application is subs Property Owner is's I Signature Address: 5200 Vineland Phone: (407) 529-3135 by: Orlando, FL 32811 Print Name: Vishaal Gupta Fax: Email: mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read atild understand ttp above statement and by signing this application I agree to its terms. Signature: &Q 4 Date. 0,7 /,- / TRKpebfiit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: a 3 Site Inspected by: Special Permit Conditions: Date: November 2015 ROW Use Driveway pdt FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 009 Milan C RHG - S 1ac Builder Name: One Stop Cooling and Heating Street: 3758 Saltmarsh Loop Permit Office: City of Sariford SAN+' ORD City, State, Zip: Sanford , FL , Permit Number: 1# 1 7 Owner: Park Square Homes Jurisdiction: 691500 Opp a Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) gRTti" 1. New construction or existing New (From Plans) 9. Wall Types (1633.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2 b. Frame - Wood, Adjacent R=11.0 298.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1349.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1349.00 ft2 6. Conditioned floor area above grade (ft2) 1349 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(183.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 269.8 a. U-Factor: Dbl, U=0.55 105.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 28.6 SEER:16.00 c. U-Factor: Dbl, U=0.54 14.00 ft2 SHGC: SHGC=0.25 13 Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 27.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.335 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1349.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1349.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/ Floor Area: 0.136 Total Proposed Modified Loads: 43.74 PASS TotalBaselineLoads: 47.08 1 hereby certify that the plans and specifications covered by Review of the plans and 401111 S74 this calculation are in compliance with the Florida Energy specifications covered by this Code. Digital) signed by Bojan ycalculation indicates compliancec?,r Bojan Paukovic Date:2017.09.220837:25 Paukovic with the Florida Energy Code. E• rnr, --., . ;, •„ O PREPARED BY: aaoo Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 04 a0 t , I hereby certify that this building, s designed in co nce Florida Statutes. C with the Florida Energy Code. DD WE OWNER/ AGEN - BUILDING OFFICIAL: DATE: DATE: Compliance quires certific ' n by a air handier unit manufacturer that the air handler enclosure qualifies as certified facto - eale ' ccordan a with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/ 22/2017 8:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 009 Milan C RHG - S User Park Square Homes 1 One Stop Cooling and Hearin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1349 Total Stories: 1 Worst Case: No Rotate Angle: 180 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Lot Information 09 Wyndham 3758 Saltmarsh Loop Seminole Sanford , FL , CLIMATE Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1349 12545.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1349 125457 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 143 ft 0 1349 ft2 0.29 0 0.71 ROOF Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel tile 1509 ft2 0 f12 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area FIBS IRCC 1 Full attic Vented 300 1349 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1349 ft2 0.1 Wood 9/22/2017 8:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N=>S Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.8 0 2 E=>W Exterior Concrete Block - Int Insul Main 4.1 57 6 9 4 536.7 ft2 0 0 0.8 0 3 S=>N Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 4 W=>E Exterior Concrete Block - Int Insul Main 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 5 SE Garage Frame - Wood Main 11 32 0 9 4 298.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N=>S Insulated Main None 39 3 8 24 ft2 2 -=>SE Wood Main None 39 2 8 8 21.3 f12 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 180 degrees). Wall OverhangVOrntIDFramePanesNFRCU-Factor SHGC Area Depth Separation Int Shade Screening 1 n=>S 1 Metal Low-E Double Yes 0.54 025 6.0 ft2 4 ft 8 in 5 ft 8 in Drapes/blinds None 2 E=>W 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 E=>W 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 s=>N 3 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 S=>N 3 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 7 ft 4 in 1 ft 4 in None None 6 W=>E 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 W=>E 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 391 ft2 391 ft2 48 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1463.7 80.35 151.12 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 27.8 kBtu/hr 1 sys#1 9/22/2017 8:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 28.6 kBtu/hr 858 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ftz DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 269.8 ft Main 67.45 ft Prop. Leak Free Main cfm 40.5 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb Mar Apr Ma Jun Jul Au Se Oct Nov DecHeatingHJanFebMarAprMayJ1JunJulJ1AugSepOctNovDec Venting Jan Feb Mar Apr May Jun Jul Aug 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 9/22/2017 8:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3758 Saltmarsh Loop Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7 2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/22/2017 8:35 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/22/2017 8:35 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized 0 R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 0 R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 9/22/2017 8:35 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4 Number of Bedrooms 5. Is this a worst case? 6 Conditioned floor area (ftz) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 3758 Saltmarsh Loop, Sanford, FL, 3 ;L ? ) / New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2 b. Frame - Wood, Adjacent R=11.0 298.67 ftz 1 c. N/A R= ftz 3 d. N/A R= ftz 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1349.00 ftz 1349 b. N/A R= ftz Area c. N/A R= ftz 105.00 ftz 11. Ducts R ftz a. Sup: Attic, Ret: Main, AH: Main 6 269.8 64.00 ftz 12. Cooling systems kBtu/hr Efficiency 14.00 ftz a. Central Unit 28.6 SEER:16.00 ftz 3.335 ft. 0.233 Insulation Area R=0.0 1349.00 ftz R= ftz R= ftz 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final ii PKction. Otherwise, a new EPL Display Card will be completed based on installed Cod caromdiantfeatures. - Builder Signature Address of New City/FL Zip: 7-7? 7 y kBtu/hr Efficiency 27.8 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat yam,j,tNB Sr4 a coo wlE SAS' 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 R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/22/2017 8:35 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 009 Milan C RHG - S Builder Name: One Stop Cooling and Heating Street: 3758 Saltmarsh Loop Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/22/2017 8:35 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 wrightsofto Project Summary Enure House One Stop Cooling and Heating 7225 Sardscove Cout, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629 - 9307 Web. wwwAreStopCoolirg.00m Lioerse: CAC032444 For: Park Square Homes 3758 Saltmarsh Loop, Sanford, FL Notes: Job: Lot 009 Milan C RHG - S Date: 09-06-2017 By: LF/RI/BP Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16208 Btuh Structure 15372 Btuh Ducts 1598 Btuh Ducts 3312 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17806 Btuh Use manufacturers data n Rate/swingg multiplier 0.97 Infiltration Equipment sensible load 18198 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2389 Btuh Ducts 681 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ftz) 1350 1350 Equipment latent load 3070 Btuh Volume (ft3) 12557 12557 Air changes/hour 0.45 0.23 Equipment Total Load (Sen+Lat) 21268 Btuh Equiv. AVF (cfm) 94 48 Req. total capacity at 0.75 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6030H1 Cond 4TWR6030H1 AHRI ref 7562380 Coil TEM6AOB30H21++TDR AHRI ref 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating Input Sensible cooling 21450 Btuh Heating output 27800 Btuh @ 470F Latent cooling 7150 Btuh Temperature rise 0 OF Total cooling 28600 Btuh Actual air flow 0 cfm Actual air flow 953 cim Air flow factor 0 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Boldfflaic values have been manua0y ovenldden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ACCP wrlghtsoft• Rght-Sute®Unversal201717.023RSU16877 2017-Sep060Pag36 e1 DesWop\ TEMP PRIM\Lot 009 Mien C RHG - S.r1p Calc = MJ8 Horse hoes. S g wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.00m Lioerse: CAC032444 Jab: Lot 009 Milan C RHG - S Date: 09-06-2017 By: LF/RI/BP 1 Room name Enure House NEED 2 End well 143.0 ft 365 ft 3 Room height 93 ft d 9.3 ft heaVcod 4 5 Room dimensiorts Room area 1350.3 IF 16.0 x 13.0 A 208.0 fF Ty Construdon U-value Or HTM Area OF) Load Area (fF) Load number BtuhAF-°q Btuf1Al or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 13A-4ocs 0.143 ne 3.73 290 414 386 1418 1100 121 121 451 350 4A5-2Dm 0550 ne 1435 22.14 30 0 431 664 0 0 0 0 485.2Im 0540 ne 14.09 2359 4 0 56 94 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 102 72 270 209 0 0 0 0 1.1 486-2(m 0.540 se 14.09 1728 6 4 85 104 0 0 0 0 p 11 D0_ 0.390 so- 10.18 1227 24 244 294 0 0 0 0 yl 13A-4ocs 0.143 sw 3.73 2.90 535 24 486 1813 1407 70 70 260 202 4A5.2Dm 0550 sw 1435 21.97 45 3 646 989 0 0 0 0 485-2fm _ 0540 sw 14.09 2237 4- 1 56 89 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 279 185 690 536 149 119 443 344 4P5-2om 0.550 nw 1435 22.14 30 0 431 664 30 0 431 664 4A5-2omd___ 0.580 nw- 15.14 64 969 1774 0 0 0 PI _ D 12C-0sva 11D0_ ---- ----_0390--n_ 0.091 2.38 10.18-- 2772 1.51 1227 298 21 0 276 21 656 217 416 262-_ 0 0 0 0 0-- 0 0 0 0 C 16B-30ad 0.032 0.84 176 1350 1350 1128 2374 208 2.08 174 366 F- - 22A-pm_ _ -- 1.180 308 6 , _ 0.00 1356 143 4404 0--- 208 37 1124 0 61 c) AED excursion 804 170 Envelope loss/gain 13514 11781 2883 2096 12 a) Infiltraton 2694 971 688 248 b) Room eenfilabon 0 0 0 0 13 hWmal gains: Occupants @ 230 4 920 2 460 Applianoesbther 1700 0 SubiDtal (limes 6 ID 13) 16208 15372 3571 2803 Less exoemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribubon 0 0 0 0 14 Subtotal 16208 15372 3571 2803 15 Dud loads 101/6 22% 1598 3312 109/6 229/6 352 604 Total room load 17806 18684 3923 3407 Air required (dm) 0 953 0 174 Calculations approved by ACCA to meet all requirements of Manual J 8M Ed. A - wrightsoft- Rigti-Suite®Uriversal2017 17.023 RSU16877 2017-Sep-06 M088e 6 Desidop\TEMP PRINrLot 009 Milan C RHG - S np Calc = MA House laces: S wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooting oom License: CAC032444 Jab: Lot 009 Milan C RHG - S Date: 09-06-2017 By: LF/RI/BP 1 Room name MTOI METH 2 E)posed wall 6.0 ft 0 It 3 Room height 93 If heatbool 9.3 R heaV000l 4 Room dimensions 7.0 x 6.0 It 5.0 x 60 ft 5 Room area 42.0 W 30.0 fIz Ty Construction U-value Or HTM Area (W) Load Area (IF) Load number BtuhAF-09 Btu hA or perimeter (B) Btuh) or perimeter (A) Btuh) Heat Cool Gross N/P/5 Heat Cool Gross NAS Heat cool 6 13A-4as 0.143 ne 3.73 2.90 56 52 193 150 0 0 0 0 4A5.2om 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 4B5.2hn 0S40 no 14.09 2359 4 0 56 94 0 0 0 0 V 13A.40cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 G 4B5-2fm 0.540 se 14.09 17.28 0 0 0 0 0 0 0 0 11D0_-__ 0.390 se 10.18 12.27 0 0 0 0 0 0 0 0 Vjl 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 C 4A5.2om OS50 SIN1435 21.97 0 0 0 0 0 0 0 0 4B5.2fm 0.540 sw_ 14.09 2237 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0 0 580 nw 15.14 27.72 0 0 0 0 0 0 0 0 PII __ r 4A5-2omd 12C-09N 11D0 _ - 0.091 0390 n_ 2.38 10.18 151 1227 0 0 0 0---_ 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 42 42 35 74 30 30 25 53 F - -- 22KIl m _ . 1.180 30.80 0.00 42 6 185 0_ 30- 0--- 0 0 6 c) AED exarson 10 1 Envelope loss/gain 470 308 25 51 12 a) Infiltration 113 41 0 0 b) Room ventilation 0 0 0 0 13 Internal gaim Occupants@ 230 0 0 0 0 Applianoesbther 0 0 Subtotal (lines 6 ID 13) 583 349 25 51 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 583 349 25 51 15 Duct loads I 1o'/ 229% 57 75 109/6 220/6 2 11 Total room load 640 424 28 62 Air required (dm) 0 22 0 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A - wrlghtsolR' ugh-SuteOUniversal2017 17023 RSU16877 2017-Sep 060Page 2 Deslaop\TEMPPRINT\Lot009Mien CRHG-S.rup Calc=" House faces: S wrightsoft° Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court. W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirg eom License CAC032444 Job: Lot 009 Milan C RHG - S Data: 09-06-2017 By- LF/RI/BP t Room name KWIC BED2 2 E*osed wall 0 It 12.5 A 3 Room height 93 It heakool 9.3 ft heat/000l 4 Room dimensions 10 x 565 ft 1.0 x 126.5 It 5 Room area 56.5 fF 126.5 fF Ty Construction U-value Or HTM Area 012) Load Area YF) Load number BtuhlR -9 B6ih4q or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vj f 1 3A-flocs _ 0.143 ne 3.7 I 2.90 6 0- 0-- 0 116 161 378 293 4A5-2Dm 0.550 ne 14.35 22.14 0 0 0 0 15 0 215 332C C 0S40 re 14.09 23.59 0 0 0 0 0 0 0 04B5.2hn 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 1 485-2fm 0.540 se 14.09 1728 0 0 0 0 0 0 0 0 11 Do_ 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0- 0 4A5-2om OS50 sw 14.35 21.97 0 0 0 0 0 0 0 0G 1-G 4B541rn _ O-W sw 14.09 2237 0 0 0 0 0 0 0 0 13A-40cs 0.143 nw 373 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0 4A5.2omd- 0.580 nw 1514 27.72 0 0 0 0-- 0 0 0 0 P L-D 12C-0svv 11Do--_- - - - 0.091 0390 n 238 10.18 1.51 1227 0 0 0 0--- 0 0 0 0 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.84 1.76 57 57 47 99 127 127 106 222 F---- MA -pm _ -- 1.180 30.80 0.00 57 0 0- 0 127 13 385 0 6 c) AED excursion 3 32 Ernelopeloss/gain 47 97 1084 815 12 a) Infiltration 0 0 235 85 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants@ 230 0 0 1 230 Applianoesbther 0 0 Sublotal (lines 6 to 13) 47 97 1319 1130 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4 8 15 31 14 Subtotal 51 105 1334 1161 15 Dud loads 1 109/6 229/6 5 23 10% 22°/, 132 250 Total room load 56 128 1466 1411 Air required (dm) 0 7 0 72 Calculations approved byACCA to meet all requirements of Manual J 8tfi Ed. wrlghtsoft- Pigh-SLiteDUriversal20l7l7.023RSU16877 2017-Sep-060Page3 Deskop\TEMP PRINT\Lot 009 Mlan C RHG - S.np Calc - M,18 House faces: S wrightsoft' Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web, wwwOna topCoolirg cam License CAC032444 Jab: Lot 009 Milan C RHG - S Date: 09-06-2017 By- LF/RI/BP 1 Room name BED3 2 Exposed wall O fl 130 A 3 Room height 93 tl heatbool 9.3 A heatbool 4 Room dimensions 35 x 5.0 R 1.0 x 129.3 B 5 Room area 17.5 fF 129.3 fF Ty Conlstrudion U-value Or HTM Area OF) Load Area OF) Load number BtuhRF--q Btu h or perimeter (fl) Bluh) or perimeter (N) BNh) Heat Cool Gross NPS Heat Cool Gross NPS Heat Cool 6 13A-4locs - 0.143 ne 3.73 2.90 6 0 0 0 121 106 395 307 4A5-2om OS50 ne 1435 22.14 0 0 0 0 15 0 215 332 4135-21rn 0S40 ne 14A9 2359 0_ 0 0 0 0 0 0 0 V 13A-4ors 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 G 4B5.2hn 0.540 se 14.09 17.28 0 0 0 0 0 0 0 0 DO 0.390 se- 10.18 1227 0 0 0 0 0 0 0 0 Vj/ 11 - - --- 13A-4o s 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 6 G 4A5-2om OS50 sw 14.35 21.97 0 0 0 0 0 0 0 0 I- 4B5.2fm _ -- 540 sN 14.09 2237 0 0 0 0-- 0 0 0 13A-40cs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 P D 12C-Osv - 11D0_ _ --- 0.091 0390 n_ 238 10.18 1.51 1227 0 0- 0 0. 0 0 0 0 102 0 102 0 243 0 154 0 C 16B-30ad 0.032 0.84 1.76 18 18 15 31 129 129 108 227 F 22A-pm - 1.180 3020 0.00 18 0 0----- 0 129 13 400 O 6 c) AED excursion 1 37 Envelopeloss/gain 15 30 1362 983 12 a) Infiltration 0 0 245 88 b) Room ventilation 0 0 0 0 13 Internal gains Oaupa %@ 230 0 0 1 230 Applianoesbther 0 0 Subtotal (lines 6 to 13) 15 30 1607 1301 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribubon 15 30 11 22 14 Subtotal 0 0 1618 1324 15 Ductloacis 109/6 229/6 0 0 10% 229/6 1601 285 Total room load 0 0 1777 1609 Air required (cm) 0 0 0 82 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 0836 a wrightsoft- Pigh-Sute®Uriversal2017 17.0.23 RSU16877 2017-Sep 0608 age 4 DeslWp\TEMP PRINT\Lot 009 Mlan C RHG - S rtp Catc = MI8 House faces- S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park, FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0 eStopCoolirg oom Lioerse: CAC032444 Job: Lot 009 Milan C RHG - S Date: 09-06-2017 By: LF/RI/BP 1 Room name BTH2 FOY/Krr 2 Exposed wall 0 ft 265 A 3 Room height 93 A heat/cool 9.3 ft heaV000l 4 Room dimensions 55 x 105 ft 1.0 x 218.3 ft 5 Room area 57.8 fF 218.3 fF Ty Construction U-value Or HTM Area OF) Load Area (fF) load number BtuhAF--9 BILAV) or perimeter (A) Btuh) or perimeter (fl) Btuh) Heat Cool Gross N/PiS Heat Cool Gross N/P/S Heat Cool 6 1ql 13A-4o s 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 IL---(C 4A5.2Dm 0S50 ne 1435 22.14 0 0 0 0 0 0 0 0 4B5.2fm 0S40 ne- 2359 0 0 0 0 U 0 yJ 13A-4ocs 0.143 se 14_09 3.73 2.90 0 U 0 0 0 0 60 36 136 106 11 Z 4B5-2trn 0.540 se 14.09 1728 0 0 0 0 0 0 0 0 p 11 D0 0.390 0.143 se_ 10.18 1227 0 0 0 0 24 24 244 294 l 13A-4ocs 9N 3.73 2.90 0 0 0 0 186 182 679 527 4A5-20m 0550 Sw 1435 21.97 0 0 0 0 0 0 0 0 1 3 4B5.2fm 0540 sN 14.09 2237 0 0 0 0 4 1 56 89 13A-4ocs 0.143 nw 3.73 290 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0 4A5.2omd 0.580 15.14 27722772 0 0 0 U 0 P 1—D 12C-09N 11D0_- 0.091 0390-n----10.18---1227--0------0----0- nw 238 151 51 0 51 121 77 0- 47 0 0 47 0 110 0--- 0 70 0 C 1613-30ad 0.032 0.84 176 58 58 48 102 218 218 182 384 F 22A-pm 1.180 30.80 0.00 58 0 6- 0- 218 27 816 0 6 c) AED excursion 5 40 Envelope loss/gain 170 174 2225 1430 12 a) Infiltration 0 0 499 180 b) Room ventlabon 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancesbther 0 1200 Subtotal (lines 6 to 13) 170 174 2724 2810 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 5 10 0 0 14 Subtotal 175 183 2724 2810 151 ud loads 10% 22% 17 40 10% 22°/, 269 606 Total room load 192 223 2993 3416 Air required (dm) 0 11 0 174 Calculations approved byACCA to meet all requirements of Manual J 8tt1 Ed. w.-ightsaft- Reh-Sute®Uriversal201717.023RSU16877 2017-Sep-0608108: AEZA 36 Deskop\TEMPPRINl\Lot009MIanCRHG-Sop Calc=MR Housefaces S Page F- wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling oom License: CAC032444 Job: Lot 009 Milan C RHG - S Date: 09-06-2017 By: LF/RI/BP 1 Room name LDRY DIN 2 Exposed well 80 ft 85 ft 3 Room height 93 ft heat/cool 9.3 ft heal/000l 4 Room dimensions 1.0 x 43B f1 155 x 85 ft 5 Room area 43.8 IF 131.8 fF Ty Corwuction U-value Or HTM Area Of) Load Area OF) Load number Btuh/ft-°F) MAIM or penmeter (tl) Btuh) or perimeter (R) BWh) Heat Cool Gross NOS Heat Cool Gross N/P/S Heat Cool 6 yl-- - 13A-4ois 0.143 ne 3.73 290 0 0 0 0 0 0 U 0 4A5-2om 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 I—fC 465-21n_ 0S40 ne 14.09 23.59 0 U 0---- 0 0 0--- 0 0 y! 13A-4ocs 0.143 se 3.73 2.90 42 36 134 104 0 0 0 0 11 G 4B5.2hn 0540 se 14.09 1728 6 4 85 104 0 0 0 0 p 11 DO_ - 0.390 se_ 10.18 1227 0 0 0 0 0 0 0 0 1y 13A-4ots 0.143 sw 3.73 2.90 33 33 121 94 79 64 239 185 C 4A5-2om 05W sw 1435 21.97 0 0 0 0 15 1 215 330 I—!; 4B5.21m 0.540 sw 14.09 2237 0 0- 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 rtw 1435 2214 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 P - L--D 1210-09w 11 DO 0.091 0390 n - 238 10.18 151 1227 98 21 76 21 181 217 115 262 0 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.84 176 44 44 37 77 132 132 110 232 F -- 22A-pm 1.180 30.80 0.00 44 8 246 0 132 9 262 0 6 c) AED excursion 251 98 Emelope losstgain 1021 780 826 845 12 a) Infulbabon 151 54 160 58 b) Room venblalion 0 0 0 0 13 Ultema)gams: Omupanis@ 230 0 0 0 0 Applianoesbther 500 0 Subtotal oines 6 to 13) 1172 1335 986 902 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 11 22 14 Subtotal 1172 1335 997 924 15 Duct loads 109/6 221/6 116 288 10% 22% 98 1% Total room load 1287 1622 1 1095 1123 Air required (dm) 0 83 1 0 57 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4t= -Fk fwrightsa- Wgft-Suile®Uriversal2017170.23RSU16877 2017•Sep-0608Page6 Deskop\TEMP PRINT\Lot009 MilanC RHG - S.rup MJus Calc= 8 Hoe faoes: S wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Cart, Winter Park FL 32792 Phore. (407) 629 - 6920 Fax: (407) 629 - 9307 Web www(DreStopCoolirg.00m Lioerse: CAC032444 Job: Lot 009 Milan C RHG - S Data: 09-06-2017 By: LF/RI/BP 1 Room name LATH 2 EN)osed wall 320 A 0 11 3 Room height 93 It heatk=l 9.3 A heaV000l 4 5 Room dimensions Room area 14.0 x 18.0 R 252.0 fF 1.0 x 37.0 ft 37.0 fF Ty Construmon U-value Or HTM Area OF) Load Area OF) Load number BtuhifR-°F) Bhj I or perimeter (fl) Bluh) or perimeter (R) Brtuh) Heat Cool Gross PUPS Heat Cool Gross PUPS Heat Cool 6 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2Drn 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 4B5-Om 0.540 ne 14D9 2359 0 0 0 0 0 0 o v/ G 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 0 11 4B5-2(m 0540 se 14.09 1728 0 0 0 0 0 0 0 0 p 11D0- se 10.18 1227 0--- o 0 0 o 13A-4ocs 0.390 0.143 sw 3.73 2.90 167 0 137 o 513 o 398 0 0 0 0 4A5-2om 0550 sw 1435 21.97 30 2 431 659 0 0 0 0 4B5-2fm 0540 sw 14.09 2237 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 130 66 247 192 0 0 0 0 4A5.2om 0.550 nw 1435 2214 0 0 0 0 0 0 0 0 4A5.2omd 0.580 nw 1514 2772 64 0 969 1774 0 0 0 0 P D 12C-0sw 0.091 238 1.51 0 0 0 0_ 0 0 0 0 11Do-- -_ -- _ -_ 0.390 n - 10.18 1227 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 084 1.76 252 252 210 443 37 37 31 f - - 22A-Ipm 1.180 30,80 0.00 252 32 986 0 37_ 0__ O 65 0 6 c) AED excursion 642 2 Emelope loss/gain 3355 4109 31 63 12 a) Infiltration 603 217 0 0 b) Room venfilafion 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Appliancesbther 0 0 Subtotal (lines 6 to 13) 3958 4326 31 63 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redislnbubon 0 0 31 63 14 Subtotal 3958 4325 0 0 15 Dud loads lo% 22% 390 932 lo% 220/6 0 0 Total room load 4348 5258 0 0 Air required (dm) 0 268 0 0 Calculations approved byACCA to meet all requirements of Manual J 8tfi Ed. wrightsoft- RigFt-Sute®Uriversal2017 17.023 RSU16877 2017-Sep-0608Pa8ge36 1Desldop\TEMP PRINT\Lof 009 Man RHG - S.r p Calc= MAI House faces: S Duct System Summary Job: Lot 009 Milan C RHG - S wrightsoft• Date: 09-06-2017 Entire House By. LF/RI/BP One Stop Cooling and Heating 7225 Sandsoove Court, W irter Park FL 32792 Phors: (407) 629 -6920 Fax, (407) 629 - 9307 Web: wwwOreStopCoolirg.00m Lioerse. CAC032444 For: Park Square Homes 3758 Saltmarsh Loop, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating a50 in H2O 0.16 in H2O 0.34 in H2O 0.170/0.170 in H2O 0.260 in/100ft 0 cfm 131 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.260 in/100ft 953 cim Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1411 0 72 0.284 6.0 Ox 0 VIFx 14.6 105.0 st1 BED3 c 1609 0 82 0.260 6.0 Ox 0 VIFx 25.6 105.0 st2 BTH2 c 223 0 11 0.264 4.0 Ox 0 VIFx 24.0 105.0 st2 DIN c 1123 0 57 0.269 5.0 Ox 0 VIFx 21.6 105.0 SO FOY/Krr c 3416 0 174 0.274 7.0 Ox 0 VIFx 23.9 100.0 st2 GATH-A c 5258 0 268 0.272 8.0 Ox 0 VIFx 19.8 105.0 SO LDRY c 1622 0 83 0.260 6.0 Ox 0 VIFx 25.7 105.0 st2 tMED c 3407 0 174 0.275 7.0 Ox 0 VIFx 18.6 105.0 SO NSTH c 62 0 3 0.285 4.0 Ox 0 VIFx 14.5 105.0 sti MTOI c 424 0 22 0.271 4.0 Ox 0 VIFx 20.5 105.0 st1 MWIC c 128 0 7 0.284 4.0 Ox 0 VIFx 14.7 105.0 st1 Trunk Htg Clg Design Meloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st2 PeakAVF 0 350 0.260 793 9.0 0 x 0 VinIFIX st1 Peak AVF 0 603 0.269 767 12.0 0 x 0 VinIFIX Bold talc values he ve been manually ovenfdden c wri htsoft` 2017-Sep-060808:37 9 Riga-Sute®Urivsrsal 2017 17.023 RSU16877 page 1 ACCK ..'Desktop\TEMP PRINT\Lot 009 MilanC RHG - S.n 3 Calc-" Howe faces: S F Return Branch Detail Table Name Grille Size (in) Htg Ctm) Gg Cim) TEL ft) Design FR floc ipm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat Trunk rbl Ox 0 0 953 0 0 0 0 Ox 0 MFx C WTI htsoft' 2017-Sep-0609A637 9 R gFl-Sute®Uriversa12017 17 023 RSU16677 Page 2 1DesIdDp\ TEMP PRINTIot009 Man RHG - S.W Calc- W 8 Howe faces: S Static Pressure and Friction Rate Job: Lot 009 Milan C RHG - S wrightsoft` Date: 09-06-2017 Entire House By. LF/RI/BP One Stop Cooling and Heating 7225 Sardsmve Coin. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: www.OreStopCoolirg com Licerse: CAC032444 For: Park Square Homes 3758 Saltmarsh Loop, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• Supply Return ft) ft) Measured length of run -out 11 0 Measured length of trunk 15 0 Equivalent length of fittings 105 0 Total length 131 0 Total effective length 131 Friction Heating Cooling in/100ft) in/100ft) Supply Ducts 0.260 > 0.18 0.260 > 0.18 Return Ducts 0.260 > 0.18 0.260 > 0.18 Fitting Equivalent LengthDetails supply 4X--35,11 A=20, 11 G--5,1 A—_35, 11 G=5,11 Gam: TotalEL=105 Return TotalEL=O hts0lit• 2017-Sep-06080837 Wrl 9 Flight-Sute®Uriversal 2017 17.023 RSU16877 Page 1 ACCA \Deskop\TEMP PRINTLot 009 MilanC RHG - S np Calc = M18 Horse laces: S Job #: Lot 009 Milan C RHG - S Performed by LF/RI for: Park Square Homes Sanford, FL Level 1 One Stop Cooling and Heating 7225 Sandsoove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www OneStopCooling.00m Scale: 1 : 97 Page 1 Right -Suite® Universal 2017 17.0.23 RSU 16202 2017-Aug- 16 1135:14 3 5S tsh u L Sri 012A A/I-Ur- 40 4-11varitage Plumbing, Inc License Lo} I / VTyk,/ rf S DESCRIPTION AS FURNISHED: Lot 9, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT .PLAN FOR/CERTIFIED TO LOT 10 LAKE Park Square Enterprises, LLC '(a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America RECORD COP MARY BOULEVARD (R/W VARIES) D=05P43' 16" R=1071.45' L=106.99' C=106.94' CB=S 86°42'50" E 20' BUFFER, WALL, SIDE- WALK k UTIL. ESMT D=88'38' 45" R= 62.00' L= 95.92' C= 86.64' CB=N 44.38'32" W 0 Q f3P 11— ZS28 o c0 ONIN DAT5101. Ok to construct single family home with setbacks and impervious area shown on plan. *21.0 % 'imp i2M9 M '% 1aLTn - C , CxFR SETBACKS AS FURNISHED FRONT - 25'(') REAR = 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' do 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE ELEVATIONS P NS 7 D=90'00' 00" R=25.00' L=39.27' C= 35.36' CB=S 45019' 09" E PER DRAINAGE LA PROPOSED DRAINAGE FLOW LOT GRADING TYPE A E} OQO PROPOSED F.F. PER PLANS - 31.3' Q LOT 9 1 I 15.00' I I I W I I 0 I I 15.00' WALL PER DRAIN PLANS 85.35' 3.0'x4.0 AC LANAI 16.1b 84.4 PROPOSED RESIDENCE 1349-MILAN-C 2 CAR GARAGE RIGHT W 0) O 5.00' C0 rJ: 0 d COV'D. ENTRY 7-n o .0' D b 06 19.3' 16 5.00' DRIVE 25.20' 2 .2 flz i 5' COPk. WALK B. B.) S 89040' 51 " W 25. 00' SALTMARSH LOOP 50' PRIVATE R/W) LOT 8 PLOT PLAN ONL)' PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 11,271 1 SQUARE FEET FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK DRIVE 4031 114- 517 f SQUARE FEET FOUNDATION/PAD 1,740 t SQUARE FEET WALKS 401 1,105 1,145 t SQUARE FEET REAR PATIO 103 t SQUARE FEET FRONT PORCH DECK 72 1 SQUARE FE17 SOD 8,90V 1,357-10,2581 SQUARE FEET POOL DECK 0 i SQUARE FEEI' NOTE.' FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUSEjVME. T'R-ASCOTT ASSOC., INC. -- LAND ASURVFrOR,S` LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1435 P PLAT PAL. POINT ON LINE NOTES., F IPIR. FIELD IRONPIPE IRON ROD TYP. P.R.C. PICXRAD. TYPICAL POINTOFREVERSE CURVATURE DINT OF CDMPOWID CURVATURE 1. THE UNDERSICNM DOES HEREBY CERTIFY THAT THIS SURVEY NESTS THE STANDARDS OF PRACTICE SET roRTH BY THE FLORIDA OOARD OF C. M. COI{ROTC MONUMENT RADIAL PROFESSIONAL SURVEYORS AND MAPPERS W GRAPIER SJ-17 FIGRIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES' irr IR. 4 9 12• IR .FLLI A516 NUL NANON -RADIAL 2. UNLESS EUDOSSEO NfiH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SFAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED V.P. WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR THERE MAY BE OTHER RESTRICTIONS Rag. DINT OF "a W1ING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. Pec. DINT OF CO10¢H6ENENT PAR PERMANENT REFERENCE NONUHCNT 4, NO UNDERGROUND IMPROVELIEMS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. E NLOCENTERLINE NAIL L DISK FF. DSLFINISHED FLOOR CLEVATION DUILDINO SCTDACK LINE A THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CEATIFEW TO AND SHOULD NOT BE RELIED UPON Br ANY OTHFR ENTITY. R/ V RIGHT_Dr-WAY D.M.ICNCHKARK 6. DIMENS'.'DNS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESNT. EASEMENT 1i BASE WARING 7. BEARINGS ARE EASED ASSUMcO DATUM AND ON THE LINE SHOWN AS LASE BEARING (B.B) DRAIN. DRAINAGE D. ELEVATIONS IF SHOWN, ARE WED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTIL. UTa1Tr CHAINLINK FCNCC 9. CERTIFICATE OF AUTHORIZATION No. 4596. WOFC. WOOD FCNCE CJD CONCRETE DLOCK SCALE I' - 30' DRAWN BY. •• P. C. P,T, POINT OF CURVATURE POINT DF 7ANRD]Lr i CERTIFIED BY.' DATE ORDER NO. A 5C. RADIUS TION PLOT PUN 09-01-17 3676-17 ARLC LENGTH REVISED PLOT PUN (MOVED A/C) 09-19-2017 Dc. R. TA DEnm Rn GEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN ---------•--•--=.-----•-•-•- IHF. ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM Y. GRUSENMEYER, R.L.S. 1 4714 ZONE X. MAP / 12117CO09OF (09-28-07) JAMES W SCOTT, R.LS if 4801 Filename: PARK SQUARE MILAN 1,349SF.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1349 2 1 Lighting Summary Standard 4,941 4,941 Optional 8,547 4,941 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 Jp_DING 2 0 0 3 0 0 SA4FORpRange/Oven Summary Standard 6,400 4,480 480Optional80004 OFPAF, P , Dryers Dryer No. No? Nameplate Line Neutral # % - 2 8 2 8 1 1 5000 0 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 14.0 240 3,360 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 011111424013,360 0 Heat/Cool Summary Standard 8,400 0 Optional 8,400 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600DISH1112012001,200 1,200MICRO1112012001,200 1,200WH1118.5 240 4,440 0OPTPOOL11102402,400 0OPTPOOLHEAT11312407,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250OtherAppliances: Actual Number = 0 Name M? Ph No Amps Volts • VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 14 240 Heat/Cool Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY Standard Line Neutral Total Total = 38,541 15,171 Maximum Amperage = 161 63 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 29,931 15,171 Maximum Amperage = 125 63 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P1349AC-T - Park Sq/Milan-1349-A or C_TRAY MiTek USA, Inc. Site Information: 6904 ParkeEastBlvd. Customer Info: PARK SQUARE HMS Project Name: P1349AC Model: MILAN - 134T- or G3/ 5 Lot/ Block: 9 Subdivision: WYNDHAM PRESERVE Address: 3758 SALTMARSH LOOP City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 38 individual, 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# Truss Name Date 1 IT11922660 JA1 8/25/17 112 1 T11922671 I B1 8/25/17 12 I T11922661 I A2 18/25/17 113 I T11922672 162 18/25/17 I 13 I T11922662 I A3 18/25/17 114 I T11922673 163 18/25/17 I 14 IT11922663 I A4T 18/25/17 115 IT11922674IC1 18/25/17 15 I T11922664 I A5T 8/25/17 116 I T11922675 I C2 18/25/17 I 16 I T11922665 I A6 18/25/17 117 I T11922676 ICJ 18/25/17 I 17 I T11922666 I A7 18/25/17 118 I T11922677 ICJ 1 18/25/17 I 18 I T11922667 I A8 18/25/17 119 I T11922678 I CJ3 18/25/17 19 IT11922668IA9 18/25/17 120 IT11922679 I CJ3A 18/25/17 110 IT11922669IA10 18/25/17 121 IT11922680 I CJ3B 18/25/17 I I11 I T11922670 I A11 18/25/17 122 I T11922681 I CJ3C 18/25/17 I This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown ( e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. August 25,2017 Albani, Thomas 1 of 2 RE: P1349AC-T - Park Sq/Milan-1349-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P1349AC Model: MILAN - 1349 - A or C / TRAY Lot/Block: 9 Subdivision: WYNDHAM PRESERVE Address: 3758 SALTMARSH LOOP City: SANFORD State: FLORIDA No. I Seal# Truss Name I Date 23 IT11922682 I CJ3T 8/25/17 124 IT11922683 I CJ4 18/25/17 125 IT11922684 I CJ5 18/25/17 126 IT11922685 I CJ5T 8/25/17 27 IT11922686 I CJA 18/25/17 128 IT11922687 I CJB 18/25/17 1 129 IT11922688 I FT1 18/25/17 I30 IT11922689 I J4 18/25/17 131 IT11922690 I J5 18/25/17 132 IT11922691 I J7 18/25/17 1 133 IT11922692 I RT 18/25/17 134 IT11922693 I KJ5 18/25/17 135 IT11922694 I KJSA 18/25/17 1 136 IT11922695 I KJ6 18/25/17 137 IT11922696 I KJ7 18/25/17 1 138 IT11922697 I KJ7T 18/25/17 2 of 2 Job Truss Truss Type Oty Ply Park Scf/Milan l 349-A or C TRAY T11B71660 P1349AG-T At COMMON 11 1 Mid-Florlde Lumber, Barlow, FL 7 640 s Aug 16 2017 MITek Industries. Inc Fri Aug 25 13.10.00 2017 Page 1 ID.S OpRO5ws414AkYA3UNGXPzr8by-so913PCp7Odox5UBrOoV9SgO5bO48ut769KDWXykJIL r' 7.11.11 I 15-0-0 1 22.0.5 30.0-0 31 1.0.0 7.11.11 7 5 7-0-5 7.11.11 1V0 Scale = 1 53 3 4x4 P1 800 52 3x4 = 4x8 = 3x4 = 4x4 = 4x4 10-2-3 19.9.13 30-0-0 LOADING (psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 10.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) Vdefl Ud Vert(LL) -0.39 8-10 >934 240 Vert(fL) -0.68 B-10 >532 180 Horz(TL) 0.09 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purllns. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1260/0-8-0, 6=1260/0-8-0 Max Horz 2=164(LC 10) Max Uplift2=328(LC 12), 6=328(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=1997/568, 3-17=1902/593, 3-18=-1777/594, 4-18=1668/606, 4-19=11668/606, 5-19=1777/594, 5-20=1902/593, 6-20=1997/568 BOT CHORD 2-10=-409/1772, 10.21=189/1163, 9-21=189/1163, 9-22=189/1163, 8-22=189/1163, 6-8=425/1701 WEBS 4-8=199/755, 5-8=-427/259, 4-10=199/755, 3.10=-427/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=2511; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; Encl , GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-" to 15-0 , Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 4 = 11%, joint 2 = 11%, joint 9 = 11%, joint 8 = 11 %, joint 5 = 11 %, joint 10 = 11%, joint 3 = 11%, joint 6=11% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 2=328, 6=328. 7) "Semi -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. q Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VerNy d sign parameters and READ NOTES ON IMS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rev. IM312015 BEFORE USE. Design veld for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardmp the kv fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Oualtry Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milen-t319-A or C_TRAY T71922fi61 P1349AGT A2 HIP 1 131) Mid-Flords Lumber, Bsnow. FL. 7 610 s Aug 16 2017 MITek Industries, Inc Fn Aug 25 13 10 03 2017 Pape 1 ID:S OpRO5ws414AkYA3UNGXPzr8by-HNgDiREiPx?MpYDjX9MCrAlxy8jLASZoeYl7rykJll r1 0 0, B-9-4 f 13-0-0 I 17." I 23-2-12 30.0-0 zi-O-O 1-0.0 6-9-4 fi2.12 4.0-0 6-2-12 6.9.4 1.0-0 11 4x8 = 4x4 = Scale c 1:53 5 13 12 10 9 3x5 = 1x4 II 3x4 - 3x8 = 1x4 11 3x5 = 3x4 = 1 B-9.4 13-0-0 8.9.4 8.2-12 17-0.0 4-0.0 232-12 1 30.0.0 2-12 &9.4 Plate Offsets (X.Y)- 14:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.09 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.10 7 n/a n/a BCDL 100 Code FBC2014rrP12007 Matrix-M) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0.7=1260/0-8-0 Max Horz 2=144(LC 11) Max Uplif112=328(LC 12), 7=-328(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-20=-2114/654, 3-20=2033/675, 3-21=1561/556, 4-21=1468/572, 4-5=1321/571, 5-22=-1469/572, 6-22=1562/556, 6-23=2032/675, 7-23=2114/654 BOT CHORD 2-13=-510/1818, 12-13=510/1818, 11-12=-289/1320, 10-11=289/1320, 9-10=519/1818, 7-9=519/1818 WEBS 3-13=0/259, 3-12=579/253, 4-12=92/397, 5-10=110/398, 6-10=579/253, 6-9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45f1; L=30R; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-" to 13-0-0, Exterior(2) 13-0-0 to 17-0-0. Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load noncencurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=328, 7=328. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varlry elesign parameters and READ NOTES ON TN1S AND INCLUDED MITEK REFERENCE PAGE MO.7472 rev. /0N3/2015 BEFORE USE. Design valid for use only with MITekV connectors, This design is based only upon parameters shown, and is for an Inds dual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria. DSB29 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sude 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type aty Ply Perk Sq/Mllan-1344A or C_TRAY T11922662 P1349AC-T A3 HIP 1 1 Mid-Flonde Lumber, Bartow, FL. 7 640 s Aug 16 2017 MfTek intlustries, Inc. Fri Aug 25 13,10.03 2017 Pape 1 ID:S OpRO5ws4l4AkYA3UNGXPzrBby-HNgOiREiPx7MpYDjX9MCn4lznp7SLFUZoeYt7rykJll 7 ao s9 4 11-0-0 I 15 0 0 19 0 o I 24.2.12 3, ao, 10 o sa4 5-2-12 a ao a o o 5.2-12 Scale = 1:53.5 4 4x4 = 4 23 3x4 = 4x4 = 5 246 14 13- - 11 10 3x1 i 1x4 II 3x6 = 3x4 3x8 = 1x4 II 3x4 I S9.4 F 11-0-0 19-0.0 24-2.12 I 30.0.0 firL4 s-1> a.an s.1 S44 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 10.0 Lumber DOL 1.25 BC 0.63 BCLL 0.0 ' Rep Stress Incr YES WB 0 32 BCDL 100 Code FBC2014/TPI2007 Matnx-M) LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.14 11-13 >999 240 MT20 244/190 Vert(TL) -0.38 11-13 >951 180 Horz(TL) 0.10 8 n/a n/a Weight: 157 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=-123(LC 10) Max Uplrft2=328(1_C 12), 8=328(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=2151/693, 3-21=2080/711, 3-22=1725/602, 4-22 =1650/620, 4-23=-1486/608, 5-23=1486/608, 5-24=1486/608, 6-24=1486/608, 6-25=1650/620. 7-25=1725/602. 7-26=2080/711, 8-26=-2151/693 BOT CHORD 2-14=552/1860, 13-14=552/1860, 12-13=-402/1571, 12-27=402/1571, 11-27=402/1571, 10-11=561/1860, 8-10=561/1860 WEBS 3-13=-447/222, 4-13=133/479, 5.13=254/105, 5-11=254/105, 6-11=133/479, 7-11=-447/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 240-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom Chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with BCDL = 10 Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 2=328, 8=328. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrify dealgn parametrs and READ NOTES ON TFOS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 m. 111V"015 BEFORE USE. Design valid for use only with MRek® connectors This design is based only upon parameters shown, and is for on Individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters end properly Incorporate this design into the overall buildmg design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, we ANSIrrPI1 Quality Criteria. DSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available tram Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandno, VA 22314 Tampa, FL 36610 Job Truss Truss Type 0ty Ply Park Sq/maan-1349-A or C TRAV T71922663 P1349AC-T A4T SPECIAL 1 1 MxI-Florlds Lumber. Barlow. FL 7,640 s Aug 16 2017 MiTek Industries. Inc. Fri Aug 25 13.10.04 2017 Pape 1 ID:S OpR05ws414AkYA3UNGXPzBby-IaOovmFKAF7D0iov4stRJlq_OCSa4e 11110flykJIH I 2.7.8 I 5-9.12 9 0 0 13 4.8 21.0.0 1 252-12 30 0 0 31-0-0I 2.7.8 3.2.4 32-4 4-4-B 7.7-8 a-2.12 49-4 1 0 1 Scale = 1:52 7 5x7 = 2.4 II 4x8 = 24 25 0 2627 6 17 2x4 II 12 11 10 4x5 = 3x4 II 3x4 It 5x8 = 1x4 II 3x5 = 2i se-1z 1 9-D-G 13.4-e 1 21-0-0 I 2sz-12 3oDo 2-7-8 32-4 3.2-4 1 7-7-8 4.2.12 4-9-4 LOADING (psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 10.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x6 SP DSS BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP DSS, 5-12,2-17: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1179/0-8-0, 8=1259/0-8-0 Max Horz 1=101(1_C 10) Max Uplift 1=278(1_C 12), 8=-328(LC 12) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.25 2-15 >999 240 MT20 244/190 Vert(TL) -0.62 2-15 >577 180 Horz(TL) 0.36 8 n/a n/a Weight: 169 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7.1-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=701/267, 2-23=3174/990, 3-23=-3150/1001, 34=2367/783, 4-24=2452/862, 24-25=2452/862, 5-25=2452/862, 5-26=2451/868, 26-27=2451/868, 6-27=2451/868, 6-28=1768/644, 7-28=1871/632, 7-29=-2058/690, 8-29=2127/676 BOT CHORD 2-15=-864/3041, 14-15=-865/3044, 13-14=514/2037, 5-13=-429/221, 1D-11=548/1841, 8-10=-548/1841, 2-17=-83/298 WEBS 314=-1182/417, 4-14=176/654, 4-13=195/610, 11-13=-405/1467, 6-13=296/968, 7-11=-259/141 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 9-0-0, Exterior(2) 9-0-0 to 24-0-0, Interior(1) 24-0-0 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) 1=278. 8=328. 8) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verity design parameters and READ NOTES ON 710S AND INCLUDED WTEK REFERENCE PAGE afI1.7473 rw. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an Individual building component. not truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional tempmery and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding theLR fabrication, storage. delivery, erection and bracing of trusses and truss systems, we ANSUTP11 Quality Crtterla, DSBa9 and BCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SyMiun-1349•A or C TRAr T11922664 P1349AC-T AST SPECIAL 1 1 311 Mi6Flonda Lumber. Bartow, FL. 7 640 a Aug 16 2017 MITek Industnes, Inc Fn Aug 25 13.10.05 2017 Pape 1 ID.S OpRO5ws4l4AkYA3UNGXPzr8by-DmyB76GyxZF42sN6eZOgsVNEZcidp TsGy1 CkykJIG l 2-77-8 I 7.0.0 11.4-14 138 I 23822..112224-4-14 1.11-10 3$ I 30.0-0 39.4 1.0-0 5x7 = 1x4 II 4x5 = 3x4 = 8 00 12 3 26 427 28 29 5 30 31 632 33 4x8 = Scale - 1:52 7 192x4 II•,14 -- 13 -- 12 11 4x4 3x4 II 4x10 1x4 II 2x6 — 3x4 = 3x4 = 3x4 = BxB = 2-7-8 7.0.0 I 11.4.14 1 B I, 15-B-o 1&32 I z1 4' ze-2-12 30A-o 2.7-8 418 4-414 1-11-10 2.38 37.2 }&14 32-12 39-4 LOADING (psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 'Except' 2-15: 2x4 SP No.1, 14-20: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 5-13,7-11,6-12: 2x4 SP No.2 CSI. DEFL. in (loc) Udefl L/d TC 0.70 Vert(LL) 0.20 2-17 >941 240 BC 0.97 Vert(TL) 0.49 2-17 >372 180 WB 0.99 Horz(TL) 0.15 9 n/a n/a Matnx-M) REACTIONS. (lb/size) 1=906/D-8-0, 9=860/0-8-0, 13=2623/0-8-0 Max Horz 1=-80(LC 6) Max Uplift 1=284(LC 8), 9=432(LC 8), 13=886(1-C 8) Max Grav 1=907(LC 17), 9=873(LC 18). 13=2623(LC 1) PLATES GRIP MT20 244/190 Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD Rigid telling directly applied or 8-4-1 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=535/210, 2-3=-1905/636, 3-26=1118/443, 26-27=1118/443, 4-27=1118/443. 4-28=1118/443. 28-29=1118/443, 5-29=1118/443. 5-30=65/396, 30-31=65/396, 31-32=65/396, 6-32=-65/396, 6.33=601/383, 7-33=601/383, 7-8=1184/554. 8-9=1387/616 BOT CHORD 2-17=-491/1765, 17-34=500/1800, 34-35=500/1800, 16-35=500/1800, 16-36=551/191, 36-37=551/191, 15.37=551/191, 13-39=256/601, 39-40=256/601, 12-40=256/601, 12-41=386/1041, 11-41=386/1041, 9-11=-488/1200 WEBS 3-17=151/590, 13-15=-1560/511, 5-15=-1473/525, 7-11=181/583, 6-12=176/579, 6-13=1344/530, 7-12=-627/197, 4-16=-417/221, 3-16=792/231, 5-16=-573/1937 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp B, Encl , GCpi=O 18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIIrPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 1=284, 9=432. 13=886. Printed copies of this document are 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. not Considered signed and Sealed and the signature must be verified on any electronic copies Q WARNING . VanNy dasign paramafars and READ NOTES ON TFOS AND INCLUDED Ii REFERENCE PAGE I14II.7473 rev. 1N0312015 BEFORE USE. Design valid for use only with MiTekV connectors This design Is based only upon parameters shown, and is for an individual building component, not rs A truss system Before use, the building designer must verity the applicability of design parameters end property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing - I s always requited for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tmu systems, see ANSVTP11 quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milon•1349•A or C TRAv T719226W P1349AC•T AST SPECIAL 1 1 M*+Iorlda Lumber. banOw, FL 7,640 s Aug 16 2017 MTek Industnes, Inc Fn Aug 25 13.10.05 2017 Page 2 ID:S_OpRD5ws4l4AkYA3UNGXPzrBby-DmyB76GyxZF42sN6eZOgsVNEZcidp TsGy1 CkykJIG NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 137 lb up at 7-0-0. 80 lb down and 91 lb up at 9-0-12, 80 lb down and 91 lb up at 11-0-12, 80 lb down and 91 lb up at 13-0-12, 97 lb down and 106 lb up at 15-0-0, 97 lb down and 106 lb up at 16-11-4, 97 lb down and 106 lb up at 18-11-4, and 97 lb down and 106 lb up at 20-11-4, and 189 lb down and 206 lb up at 23-0-0 on top Chord, and 402 lb down and 179 lb up at 7-0-0, 60 lb down and 21 lb up at 9-0-12. 60 lb down and 21 lb up at 11-0-12, 60 lb down and 21 lb up at 13-D-12, 66 lb down at 15-0-0, 66 lb down at 16-11-4. 66 lb down at 18-11-4. and 66 lb down at 20-11-4, and 327 lb down and 65 lb up at 22-11-4 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 3-7=-60, 7-10=60, 1-19=20, 18-19=20, 2-15=20, 14-23=-20 Concentrated Loads (lb) Vert: 3=80(F) 7=142(F) 17=-402(F) 11=327(F) 26=80(F) 27=80(F) 28=-80(F) 29=-97(F) 30=-97(F) 32=97(F) 33=97(1`) 34=55(F) 35=55(F) 36=55(F) 37=41(F) 39=-41(F) 40=-41(F) 41=41(F) rr0WARNING • VarNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1003,7015 BEFORE USE. Design valid for use only with MlTekm connectors. This design is based only upon parameters shown, and is for an Individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual tiuss well and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrrcation, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type aty Ply Park SgOalilan-1349-A or C TRAY T11922665 P1349AC-T A6 HIP 1 1 Mid -Florida Lumber, Barlow. FL 7 640 5 Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13•110.06 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzrSby-hyWZKSGaisNxgOylCHvvP/wRV08hYUT?VcnXkAykJIF 7-5-4 f 14-4-0 r1s-6-o, 22a12 I 30-ao 1 0 7-54 a 10-12 1+0 6 70 12 7-5-4 Scale = 155 8 4x4 4x4 = 13 " 11 10 9 3x5 — 1x4 II 3x4 = 30 = 1x4 II 3x5 = 3x4 = 7.5.4 F 14-0 7-5-4 &10.12 1 15•&O i 22.6.12 i 30-0-0 I 1.4.0 8-10-12 7-5.4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.11 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 010 7 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0 Max Horz 2=157(LC 10) Max Uplift2=328(LC 12), 7=328(1-C 12) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=2076/605, 3-20=1909/628. 3-21=1458/506, 4-21=1355/529, 4-5=1218/520, 5-22=1355/529, 6-22=1458/506, 6-23=-1909/628, 7-23=2076/605 BOT CHORD 2-13=-462/1777, 12-13=-462/1777, 11-12=462/1777, 10-11=222/1218, 9-10=470/1777. 7-9=470/1777 WEBS 313=0/284, 3-11=-673/283, 4-11 =- 137/384, 5-10=137/384, 6-10=-673/283, 6-9=0/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-4-0, Exterior(2) 14-4-0 to 15-8-0, Interior(1) 19-10-15 to 31-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1 60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=328, 7=328. 7) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verity design paramofen and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MTekl) connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parametars and property incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to proven collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Milsn- 1 349-A or C_TRAY T71B22666 P1349AC-T A7 HIP 1 1 loads Lumber, Bartow, FL 7.640 s Aug 16 2017 MIT.k Industries, Inc Fn Aug 25 13.10.07 2017 Pape 1 ID:S OpRO5ws4l4AkYA3UNGXPzr8by-994xYoHCTAVoH9WUm_08xwSdvOV5HO?8jGW4GdykJIE i-O.Oi &5.4 124-0 1741-0 234112 I 30-0-0 31-0-q 1-0-0 &S4 5-10-125.4-0 5-10.12 &5-4 1 0 4x8 = 4x4 = 22 23 5 Scale - 1,53 5 13 12 10 9 3x5 = 1x4 II 3x4 = 3x4 3x8 = 1x4 II 36 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) -009 12-13 >999 240 MT20 244/190 Vert( TL) -0.27 12-13 >999 180 Horz( TL) 0.10 7 n/a n/a Weight: 155 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. REACTIONS. ( lb/size) 2=1260/0-8--0, 7=1260/0-8-0 Max Horz 2=137(LC 11) Max Uplift2=-328(LC 12). 7=328(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=2128/668, 3.20=-2049/688, 3-21=-1616/571, 4-21=1531/591, 4-22=1377/587, 22- 23=-1377/587, 5-23=1377/587, 5.24=1531/591, 6.24=1617/571, 6-25=2049/688, 7- 25=2128/668 BOT CHORD 2-13=525/1833, 12-13=525/1833, 11-12=-317/1376, 10-11=317/1376, 9-10=534/1833, 7- 9=534/1833 WEBS 3-12=533/239, 4-12=-82/407, 5-1O=92/407, 6-1O=533/239 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 12-4-0. Extenor(2) 12-4-0 to 21- 10-15, Interior(1) 21-10-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DO L=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurreni with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=328, 7= 328. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED INITEK REFERENCE PAGE a111.7472 — f 0/032015 BEFORE USE. eft Design valid for use only with M7ek® connectors This design is based only upon parameters shown, end Is for an mtlmtlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters end property incorporate this design into the overall building design 'Bracing Indicated is to prevent buckring of individual buss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erschon and bracing of trusses and truss systems, see ANSUTPII Oualiry, Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Salaty Irdonlution available from Truss Plate Instdute, 218 N. Lee Street, Sun. 312. Nexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type aty Ply Park SgIMi1af1349-Aor C_TRAY T11B22667 P1349AC-T A6 HIP 1 1 Mid-Flonda Lumber, Barlow. FL 7 640 a Aug 16 2017 MiTek Industries. Inc Fn Aug 25 13 10 07 2017 Pape 1 ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-994xYoHCTAVoH9WtJm_Q8xwSfBQR8H388jG W4GdykJ IE r1-0-0 SSS4 10-4A 150-0 19$0 24-6-12 I 30 0 31-0-0 1-0-0 S4 4.10-12 4-8-0 4$o 4-10.12 SS4 1.40 Scale = 1 53 5 4x4 = 3x4 = 4x4 = 4 23 245 25 26 6 14 13 11 10 3x4 1x4 II 3x8 = 4x4 = 3x8 = 1x4 II 3x4 Plate Offsets (X Y)—I2:0-2-10.0-1-81.18:0-2-10.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 031 Vert(LL) -0.18 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.53 11-13 >685 180 BCLL 00 ' Rep Stress Ina YES WB 0 28 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matnx-M) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1D-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-3 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=116(LC 11) Max Uplift2=-328(LC 12), 8=-328(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2157/707, 3-21=2088/724, 3-22=-1782/619, 4-22=1713/636, 4-23=-1544/620, 23-24=-1544/620,5-24=1544/620,5-25=1544/620,25-26=-1544/620,6-26=1544/620, 6-27=-1713/636, 7-27=1782/619. 7-28=-2088/724, 8-28=2157/707 BOT CHORD 2-14=566/1868, 13-14=566/1868, 12-13=-451/1675, 12-29=-451/1675, 11-29=-451/1675, 10-11=-575/1868,8-10=575/1868 WEBS 3-13=-391/212, 4-13=-134/503. 5-13=299/131, 5-11=299/131, 6-11 = 134/503, 7-11=-391 /212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=3Dft; eave=4ft; Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to 23-10-15. Interior(1) 23-10-15 to 31-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 2=328, 8=328 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. f aV3/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, deiivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Pate Institute, 218 N Lee Street. Suite 312. Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SglMilen.1349-A or C_TRAY 1 71192266E P1349AC-T A9 HIP 1 all MW-Flonda Lumber, Bartow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc. Fn Aug 25 13 10 08 2017 Page 1 ID.S OpRO5ws414AkYA3UNGXPzr8by-dLeJ18lgEUdfvJ5hJiyNU8?mwgpYOXylywGeo3ykJID rr 1-60f8-0 150.0 21.8.0 I L-12 30.0.0 31-OAi 1-0-0 4-54 31412 6-8-0 1.0 310.12 4-54 4x8 = 4x8 = Scale = 1,53 5 13 -- 11 10 3x5 = 3x4 = 3x4 = 3x4 = 3x5 = 3x8 = i15-0-0 21-8-0 30-0-0 i 11..a_n aan arin a_n_n LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.56 TCDL 10.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=96(LC 11) Max Uplift2=328(LC 12), 8=-328(LC 12) DEFL. in floc) Udell L/d Vert(LL) -0 12 11 >999 240 Vert(TL) -0.3210-11 >999 180 Horz(TL) 010 8 n/a n/a PLATES GRIP MT20 2441190 Weight. 149 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2156/766, 3-20=-2096/779, 3-4=-1923/683, 4-21=2140/804, 21-22=-2140/804, 5-22=-2140/804, 5-23=-2140/804, 23-24=2140/804, 6-24=-2140/804, 6-7=1923/683, 7-25=-2096/779, 8-25=2156/766 BOT CHORD 2-13=-621/1875, 12-13=-455/1683, 11-12=-455/1683, 10-11=-465/1683, 8-1O=631/1875 WEBS 4-13=391331. 4-11=209/628, 5-11=458/240, 6-11=-209/628, 6-10=-39/331 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft, B=4511. L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Extenor(2) 8-4-0 to 25-8-11 Interior(1) 25- 8-11 to 31-0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=328, 8=328 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design paternal— and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 — 10N312015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and Is for an individual building component, not truss system Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trust web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncetion, storage, delrvery, erection and bracing of trusses antl truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Irdorniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Ory Ply Park Sq/Mllan-134&A or C_TRAY T11922669 P1349AGT A10 SPECIAL 1 1 MId-Florida Lumber, Bartow, FL. 7 640 a Aug 16 2017 MITek Industries, Inc Fn Aug 25 13,10 01 2017 Pape 1 ID. S_OpRO5ws414AkYA3UNGXPzr8by-K?jgHIC RuKffZE3KPkJkifCbT?RsIDgGLK3m3zykJ I K 11-8-0 I 17-" I 20-4-0 z4-10-12 I 30-" a 1-0-0 8-4-0 5-4-0 '0 34-0 4-8-12 5-1-4 1-ao Scale - 1,54 4 4xB II 14 13 11 US — 1x4 II 3x8 = 4x4 = 5x5 = 3x4 = 3x5 = I -2 I I!+00 +71t0 232 3&-0 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 CSI. DEFL. in (loc) Vdefl Ud TC 0.45 Vert(LL) 0.1911-13 >999 240 BC 0.64 Vert(TL) 0.4711-13 >767 180 WB 0.78 Horz(TL) 0.11 8 n/a n/a Matrix-M) PLATES GRIP MT20 244/190 Weight: 147 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. REACTIONS. (lb/size) 2=1263/0-8-0, 8=1257/0-8-0 Max Horz 2=109(LC 11) Max Uplrft2=330(1-C 12), 8=326(LC 12) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=2079/640. 21-22=2004/649, 3-22=1990/660, 3-23=2605/889, 4-23=-2605/889, 4-5=2605/889, 5-24=-3089/1067, 6-24=3049/1078, 6-25=1938/686, 7-25=-2001/674, 7-26=2087/689, 8-26=-2154/674 BOTCHORD 2-14=-496/1778, 13-14=-495/1782, 12-13=752/2663, 11-12=752/2663, 1D-11=390/1548, 8-10=542/1866 WEBS 3-13=316/961, 4-13=363/189, 5-11=1542/603, 6-11=-698/2038, 6-10=-111/387, 7-10=253/168 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind, ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-" to 2-0-0, Interior(l) 2-0-0 to 6-4-0. Exterior(2) 6-4-0 to 9.4-0. Interior(1) 17-0.0 to 31-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 011=1b) 2=330, 8=326. 7) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameter and READ NOTES ON T10S AND INCLUDED MITEK REFERENCE PAGE 11111-7473 ray. 1019312015 BEFORE USE. Design valid for use only with MfTek® connectors This design is based only upon parameters shown, and is for an IndrAduei building component, not tons system. Before use. the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/or chord members only Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SiyMilan•l349-A or C TRAY T71922670 P1349AC-T At SPECIAL 1 1 1s Lumber, Banow. L. 7 640 5 Aug 16 2017 Ma7ek Indust, a, Inc Fn Aug 25 13,10 02 2017 Pape 1 IDS OpRO5ws414AkYA3UNGXPzr8by-pBH2U5D3eetVBOeX2RrzEtlhrPkRchcPe_pJbPykJIJ 4 4 o aso I 15.0.0 20-4-0 24 ta12 30-o at o 0 1 0 4 4 0 S a o 5-4-0 5-4-0 4 &12 51-4 Scale - 1:54.4 4x4 = 15 14 — — 12 11 10 3x5 % 1x4 I) 4x10 = 3x8 M18SHS = 4x8 = 1x4 II 3x5 = 1x4 II 4.4-0 a&0 1560 20-4-0 24.10.12 30A-0 4.4-0 54-0 54-0 54-0 4.8.12 51.4 Plate Offsets (X.Y)— f2:0-2-10.0-1-81, f3.0-64.0-2-01. 18.0-04.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.31 12-14 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.79 12-14 >457 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inca NO WB 0.74 Horz(TL) 0.15 8 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purtins. 3-5: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1519/0-8-0, 8=1338/D-8-0 Max Horz 2=102(LC 7) Max Uplift 2=-411(LC 8). 8=354(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2694/678, 3-22=-4151/1091, 22-23=4151/1091, 23-24=-4151/1091, 4-24=-4151/1091, 4-25=-4151/1091, 25-26=-4151/1091, 5-26=4151/1091, 5-6=1989/521, 6.7=1981/529, 7-8=2273/557 BOT CHORD 2-15=529/2346, 15-27=-525/2353, 27-28=525/2353, 28-29=525/2353, 14-29=-525/2353, 14-30=1032/4418, 13-30=1032/4418, 12-13=1032/4418, 11-12=1035/4412, 10-11=-416/1967,8-10=416/1967 WEBS 3-14=-506/1948, 4-14=460/240, 5-14=606/470, 5-11=-2916/778, 6-11=334/1402, 7-11=331 /145 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vufl=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=2411; eave=DR; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=11j) 2=411, 8=354. 8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 92 lb up at 4-4-0, 83 lb down and 68 lb up at 5-1-14, 86 lb down and 67 lb up at 7-1-14. and 86 lb down and 67 lb up at 9-1-14, and 84 lb down and 67 lb up at 1G-8-6 on top chord, and 48 lb down at 44-0. 31 lb down at 5-1-14, 31 lb down at 7-1-14, and 31 lb down at 9-1-14, and 31 lb down at 10-8-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this document are 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). not Considered signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies WARNING - Verify design parsmofors and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 101V3/2015 BEFORE USE. Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an intlmdual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses end truss systems, see ANSUTPII Quality Crtterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tempe, FL 36610 Job Truss Truss Type City Ply Perk Sq/Milan-1349-A or C_TRAY ` I T71922670 P1349AG-T All SPECIAL 1 Ell) Mid-Flonda Lumber, Barlow. FL t.beu aAug ibzu1 r Fill I eK I smes,me rn Augzo1sluuzzuir ragez ID'S OpRO5ws414AkYA3UNGXPzrSby-pBH2U5D3eetVBOeX2RrzEtlhrPkRchcPa_pJbPykJIJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-5=60, 5-6=-60, 6-9=-60, 16-19=-20 Concentrated Loads (lb) Vert. 3=57(F) 15=-42(F) 22=37(F) 23=37(1`) 24=37(F) 25=37(F) 27=22(F) 28=-22(F) 29=22(F) 30=-22(F) Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - labncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 6901 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 2231e. Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq/Milan-134 -A or C_TRAY H] P1319AGT B1 COMMON I 1 all Mx1-Florida Lumber, Bartow, FL 7 640 a Aug 16 2017 MITek Industries, Inc Fn Aug 25 13 10 09 2017 Page 1 I D: S_OpRO5ws414AkYA3UNGXPzr8by-6XChyUJS?nI WXTgttPTcOLYOaD7Yl_tRBa7BLVykJIC i 4-9.4 I 9.4-0 I 13-10-12 I 19-0-0 20-0-0 4-9-4 4$12 4$12 5-1-4 i 4x4 = 3x5 = 5x8 = 3x4 = Scale = 134 9 1I 9-4-0 9-8-0 Plate Offsets (X.Y)— 5 0-1-12.Edge1. (7.0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 025 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.32 7-10 >716 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (lb/size) 1=746/0-8-0, 5=834/0-8-0 Max Horz 1=100(LC 10) Max Uplift 1 =1 79(LC 12), 5=-225(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-14=-1221/418, 2-14=-1115/427, 2-15=-914/320, 3-15=-846/331, 3.16=846/320, 4-16=914/309, 4-17=-1166/420. 5-17=-1220/405 BOT CHORD 1-7=295/1045, 5-7=308/1043 WEBS 3-7=134/515. 4-7=337/211, 2-7=344/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=2511; B=45ft. L=24ft; eave=4ft; Cat II, Exp B; Encl.. GCpl=O 18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to 12-4-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=179. 5=225. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10A13/2015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the LR fabricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BlvdSafetyInfornlatlonavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgfMdar.1349-A or C TRAY T71922672 P1349AC.T B2 HIP 1 1 MKI-Florida Lumber, Bartow, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Aug 25 13.10.09 2017 Pape 1 ID'S OPR05ws414AkYA3UNGXPzr8by-6XChyUJS7nlWXTgaPTCOLYOyDAwf'IKRBa?BLVykJIC 4-SI 84)-0 10-0-0 14-2-12 19-0-0 20.0-0 4-54 4-2-12 1+0 4-2.12 4-9-4 Scale = 1 34 0 4x4 4x4 = Id 3x5 = 3x4 = 5x5 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TPI2007 CS1. TC 0.23 BC 0.62 WB 0.17 Matrix-M) DEFL. in Vert(LL) -0.12 Vert(TL) -0.30 Horz(TL) 0.04 loc) Vdefl Ud 9-12 >999 240 9-12 >756 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=747/0-8-0, 6=833/0-8-0 Max Horz 1=94(LC 10) Max Uplift 1 =1 79(LC 12), 6=-225(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1235/446, 2-16=1137/460, 2-3=944/369, 3-4=793/362, 4-5=952/362, 5.17=-11891472, 6.17=1239/459 BOT CHORD 1-9=332/1060, 8-9=157n93, 6-8=359/1063 WEBS 2-9=334/217, 3-9=-80/272, 5-8=322/229 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to 10-0-0, Interior(1) 14-4-11 to 20.40 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=179, 6=225. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VwW daslgn panmatm and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11.7473 - IOM312015 BEFORE USE. Design valid for use onty with MITek® connectors This design is based any upon parameters shown, and is for an individual building component, not a truss system Before usa, the building designer must vent' the applicability of design parameters and property incorporate this design Into the overact building design Breang indicated is to prevent buckling of individual truss web andlor chord members only Adddional temporary and permanent bracing - - is always required for stability end to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTPII Quality Criteria, DSB-09 and BCSI Building Component 69D4 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexendna. VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq/Milan-1349-A or C TRAr T11B22673 P13/9AC-T B3 HIP 1 1 Mid-Florlds Lumber, Bartow. FL 7.640 s Aug 16 2017 MlTek Intlustries, Inc Fri Aug 25 13,10.10 2017 Page 1 ID:S OpRO5ws4l4AkYA3UNGXPzr8by-akt4AgJ5m5tN8dF3R7_rZZ42mdTeURWbPElktyykJIB 3S4 6-&0 12-0-0 152.12 19-0-0 20-0-0 3S1 32.12 54-0 3-2-12 3.134 1-0.0 Scale = 1:34.0 t9 4x5 = 4x8 3 17 18 1B 4 Ix4 4x4 = 3x8 = 3x4 = 4x1 = e B o64-6 5-4-0 7-0-0PlateOffsets (X.Y)— 14.0.5-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.09 B-10 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 078 Vert(TL) -0.25 8-10 >917 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.08 6 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purllns. 3-4. 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 7-6.9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1364/0-8-0, 6=1431/0-8-0 Max Horz 1=-75(LC 6) Max Uplift 1=-392(LC 8), 6=-433(LC 8) FORCES. (lb) - Max. Comp /Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2488f/47, 2-3=2367/728, 3-17=-2124/684, 17-18=2124/684, 18-19=-2124/684, 4-19=-2124/684, 4-5=-2395/737, 5-6=-2554/768 BOT CHORD 1-10=589/2148, 9-10=548/2145, 9-20=-548/2145, 8-20=548/2145, 6.8=615/2226 WEBS 3-10=-43/592, 4-8=-55/617 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 13=45111; L=24ft; eave=4111; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=1b) 1=392. 6=433. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 6-8-0, 115 lb down and 106 Ib up at 8-8-12, and 115 lb down and 106 lb up at 9-11-4. and 189 lb down and 204 lb up at 12-0-0 on top chord, and 327 Ib down and 97 lb up at 6-8-0, 66 lb down at 8-8-12. and 66 lb down at 9-11-4, and 327 lb down and 97 lb up at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Printed copies of this document are Vert: 1-3=60, 34=60, 4-7=60, 11-14=20 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified onVert3=-142(F) 4=142(F) 9=-41(F) 10=-327(F) 8=327(F) 18=97(F) 19=-97(F) 20=-41(F) any electronic copies Q WARNING - Vwify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M0.7473 row. 1010312015 BEFORE USE. Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and truss systems, we ANSVTP11 Quality Criteria, DSB29 and BCSI Building Component 6904 Parke East Blvd. Safely ; on, avaiiabis from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Temps, FL 36610 Job Truss Truss Type Oty Ply Park SiyMilan-1319-A or C_TRAY T11922674 P1349AC-T C1 SPECIAL 1 1 Mid-Flonde Lumber, Bartow. FL. 7 640 a Aug 16 2017 MITek Industries, Inc. Fri Aug 25 13.10.11 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzr8by-2wJSNAKjXP7EmngF7gV45mdLY1u2DgxkeuUIPOykJ1A rJ 1.0.12 4-111 Ni 0-4-1 4.6-0 1-01'2-- 12 6 Do 12 4x4 = 3x4 =3x4 3x4 = 1.5x4 II 9 8 4-11-4 1$12 4$6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 100 Lumber DOL 1.25 BC 0.45 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.0211-12 >999 240 MT20 244/190 Vert(TL) -00411-12 >999 180 Horz(TL) -002 9 n/a Na Scale - 1:48.7 Weight 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 5. 9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. All bearings 4-6-8 except Qt=length) 12=D-7-4. lb) - Max Horz 12=150(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 9 except 12=-416(LC 8). 10=1382(LC 8), 8=145(1-C 25) Max Grav All reactions 250 lb or less at joint(s) 9, 9, 8 except 12=435(LC 17). 10=1277(LC 29) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=293/347, 3-4=203/337, 4-5=255/363, 2-12=-416/382 BOT CHORD 5-1O-946/938 WEBS 5-11=-816/757, 2-11=359/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed, porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except O=lb) 12= 416, 10=1382, 8=145. 9) " Semt-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 206 lb up at 4- 11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 606 lb down and 632 lb up at 4-11-4, and 591 lb down and 647 lb up at 6-2-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2=60, 2-3=60, 3-4=60, 4-6=60, 6-7=-60, 10-12=-20, 8-9=20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrify design pam—fors and READ NOTES ON TraS AND fNCLUDED MITEK REFERENCE PAGE MI1-7473 — 10=12015 BEFORE USE. Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing is always required for atablirty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Oualtty Crttcria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd Safety Information available from Truss Ptate Institute, 218 N Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A or C TRAY T11922674 P1349AC-T C1 SPECULL 1 1all M10-Floreta Lumber, tlanow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=90(F) 4=90(F) 11=149(F) 13=-149(F) 7 610 a Aug 15 2017 MITek Industries, Inc. Fri Aug 25 13:10.11 2017 Page 2 ID S_OpRO5ws414AkYA3UNGXPzr8by-2wJSNAKjXP?EmngF?gV45mdLY1u2DgxkeuUIPOykJIA r Q WARNING - VorNy tlaslpn panmafen and READ NOTES ON T105 AND INCLUDED MITEK REFERENCE PAGE M11.7477 rw. 1QN7/2015 BEFORE USE. Design valid for use only with MiTekm connectors This design is based only upon parameters crown, and is for an Individual buAding component, not - a truss system Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the mow fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB49 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Aleundna. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park SglMllsn•1349-A or C_TRAV T71922675 P1349AG-T C2 SPECIAL 1 1 Mid-Flonds Lumber, Bartow, FL. 7.640 s Aug 16 2017 MTek Industries, Inc Fri Aug 25 13 10,12 2017 Pape 1 ID:S OPR05ws414AkYA3UNGXPzr8by-MtgbWLLli750xPSYYOJe 9WJRE4yHPutYErygykJl9 t 12 4d-0 _,11 1-4-0 4111.4 1.0-12 Scale - 1,50 2 3x4 = 3x4 i 4x4 = B.lX1 12 3 4 5 12 11 1.5x4 Ii 6x6 = 4-2-14 W. V 4-11.4 Plate Offsets (X Y)— 14:0-2-00-2-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 8-9 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.05 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 SP No 2 'Except' end verticals. 3- 11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 5-7-13 oc bracing: 1D-11. REACTIONS. ( lb/size) 12=248/0-3-4, 8=418/D-7-4, 11=729/0-7-4 Max Horz 12=235(1-C 6) Max Uplift 12=204(1-C 4), 8=-462(LC 8), 11=1159(LC 7) Max Grav 12=361(LC 30), 8=459(LC 30), 11=1154(LC 29) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=297/388, 4-5=-272/375, 5-6=337/388, 2-12=317/211, 6-8=-450/423 BOT CHORD 10-11=990/1007, 3-10=-848/822 WEBS 3-9=683/602, 6-9=261/237 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25tt; B=45ft; L=24ft, eave=4tt; Cat. II; Exp B; Encl., GCpI=0.18; MWFRS (directional), end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL= 160 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=204, 8= 462, 11=1159. 7) " Semi -rigid prtchbreaks including heels" Member end fatty model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 187 lb up at 4- 11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 242 lb down and 246 lb up at 4-11-4, and 606 lb down and 632 lb up at 6-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 24=60, 4-5=60, 5-6=60, 6-7=-60, 11-12=20, 8-10=20 Concentrated Loads (lb) Vert: 4=83(F) 5=90(1--) 9=149(F) 13=-54(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design ps-fers and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MTek® connectors, This design is based only upon parameters shown, and Is for an Individual building component. not a truss system Before use, the budding designer must verify the applicability of design parameters and properly Incorporate this design into the overall Lq buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing - Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSVTPII Quality Criteria, DSB-09 end SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexendna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq/Milan1349-A or C TRAY n lezzs7e P1349AC-T CJ JACK 1 1 M10-1-10MIS Lumber, Barlow, FL. 7 640 s Aug 16 2017 Mirek Industries. Inc. Fri Aug 25 13 10.12 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzr8by-W61gbWLLli75OxPSYYOJe_9acRKCyNgutYErygykJl9 1.00 1.0.0 2x4 = LOADING (psf) SPACING- 2 0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20141TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=41/Mechanical, 2=22/Mechanical, 3=16/Mechanical Max Horz 1=17(LC 12) Max Uplift 1=-4(LC 12), 2=11(LC 12), 3=-4(LC 12) Max Grav 1=41(LC 1), 2=22(LC 1). 3=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.2 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -0.00 6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight, 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. NOTES- 1) Wind, ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3.Opsf; h=25h; B=45ft; L=24ft; eave=4ff; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip COL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 — IM/2015 BEFORE USE. Design valid for use only with M7ekm Connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Oualay Crtterla, DSB-09 and SCSI Building Component 6904 Parke East BlvdSafetyInformallonavailablefromTrussPlateInstitute, 2le N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sgrildan-1349-A or C TRAY T71B22B77 P1349AC-T CJ1 JACK 9 1 Mid-Flonda Lumber, Bartow, FL 7 640 a Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 13 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby_JRCorMz30Gy?4 e6FXYBBIkPrgUhgwl6CzPUGykJl8 1-0-0 I 1-0-2 1 0 1.o-O LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-8-0, 4=3/Mechanical Max Horz 2=42(LC 12) Max uplift3=5(LC 9), 2=64(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1). 4=12(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1 7 1 2x4 = DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(rL) -0.00 7 >999 180 Horz(TL) -0 00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will nit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vr/ry doslgn paramerus and READ NOTES ON MS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rav, 1010312015 BEFORE USE. Design valid for use only with MITeltm connectors, This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of indrvidual truss web and/or chord members only. Additional temporary and permanent bracing - is akvays required for stab9dy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Ouallty Crharla, DSS-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suds 312. AlexandN, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Milan•13r9-A or C TRAY T11B2267a P1349AC-T CJ3 JACK 7 1 Mid -Florida Lumber, Ballow, FL. 7 640 a Aug 16 2017 MTek Industries, Inc. Fri Aug 25 13:10:13 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-_JRCorMz3OGy?4 e6FXYBBIkHrgingwl6CzPUGykJ18 1.0.0 3 0 i 1-0.0 3.0.0 Scale - 1:12.3 it 2.4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 00 ' Rep Stress Ina YES WB 0 00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matnx-M) Weight: 11 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-8-0, 4=29/Mechanical Max Horz 2=74(LC 12) Max Uplrft3=34(LC 12), 2=-67(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrlly daslgn paramefers and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. 1 Design valid for use only with MiTekm Connectors This design is based only upon parameters shown, and Is for an individual budding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabriutlon, storage, delivery. erection and brsong of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-99 and BCSI Building Component 68D4 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Mdan-13A9-A or C TRAY T11922679 P1349AC-T CMA JACK 7 1 Mtd-Florida Lumber, Bartow, FL 7.640 a Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13,10.13 2017 Page 1 IDS OPROSws4l4AkYA3UNGXPzrBby-_JRCorMz3OGy74 e6FXYBBildrfwhp876CzPUGykll8 1.0.12 2-11-4 1.72 2-11.4 Scale = 1:28.0 8 1.5x4 II 4 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 CSI. TC 0.25 BC 0.11 WB 0.11 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) 001 5-6 >999 240 Vert(TL) -0.01 5.6 >999 180 Horz(TL) -0 01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puritns, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 6=216(LC 12) Max Uplrrt6=1(1-C 10), 3=52(LC 12), 4=-170(LC 12) Max Grav 6=198(LC 1), 3=81(LC 17), 4=137(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=240/386 NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft. L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4. Intenor(1) 1-11-4 to 2-10-8 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except Ot=lb) 4=170. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design Parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Miirek® connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabneation, rtorage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 end BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21a N. Lee Street, Suite 312, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SglM1lan1349-A or C_TRAv T77822880 P1349AC-T CJ38 JACK 1 1 Lumber, Bartow, FL 7 640 s Aug 16 2017 MTek Industries, Inc Fri Aug 25 13,10.14 2017 Page 1 ID:S OpRO5ws414AkYA3UNGXPzrBby-SV?aOBMbgKOodEZggy2njPFvfE7NQGpAKsjAykJl7 1-412 I 2.11 1 12 2-114 6 DO 12 6 4 10 II 3x4 = Scale = 1.38 5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014lrP12007 CSI. TC 010 BC 0.09 WB 0.09 Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.01 loc) Udell Ud 5-6 >999 240 5-6 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=198/0-3-4, 3=66/Mechanical, 4=27/Mechanical Max Horz 6=76(LC 12) Max Uplift 3=-31(LC 12), 4=135(LC 12) Max Grav 6=198(LC 1), 3=66(LC 1), 4=55(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=101/295 NOTES- 1) Wind ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25f : B=45tt; L=24R; eave=oft, Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except (t=lb) 4=135. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VarHy design Parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MX7473 — 1OX312015 BEFORE USE. Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall budding design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability end to prevent collapse with possible personal injury end property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Crlterla, DSB29 and BCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute. 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sci Ilan-1349-A or C TRAV T719226Ei P1349AC-T CJ3C JACK 1 1 Mid -Florida Lumber, Barlow, FL 7 640 a Aug W 2017 MiTek Industries. Inc Fn Aug 25 13 10.14 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzrBby-SV?aOBMbgKOodEZggy2nlPFvxEOuQHAAKsjyOlykJl7 3-0-0 3-0-0 2.4 = 3-0-0 Scale = 1:12 3 LOADING (psf) TCLL 20.0 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 CSI. TC 0.08 BC 0.06 WB 0.00 Matrix-M) DEFL. in (loc) l/defl Ud Vert(LL) -0.00 6 >999 240 Vert(TL) -0.01 3-6 >999 180 Horz(TL) 0.00 1 n/a rt/a PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=136/Mechanical, 2=67/Mechanical, 3=32/Mechanical Max Horz 1=49(LC 12) Max uplift 1=21(LC 12), 2=35(LC 12) Max Grav 1=136(LC 1), 2=67(LC 1), 3=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind, ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft. B=45ft, L=24ft, eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wjthstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIP7473 —. 1010312015 BEFORE USE. Design valid for use only with MRekm connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall DuilNng design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUM11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suke 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglMilan-1349-A or C TRAY T71922562 P1349AC-T CJ3T SPECIAL 2 1 Mid-Flondo Lumber, Bartow, FL. 7 640 s Aug 16 2017 MiTek Intlustries. Inc. Fn Aug 25 13.10.15 2017 Page 1 ID:S OpRO5ws414AkYA3UNGXPzrBby-whZzDXNDbdWfFO8lEgaOGcn4NeKv9kOKZWSVY9ykJl6 1-0 2-7-8 -3 0 z0- 0 2-7-8 O+B Scale = 1 12 3 2x4 = r 2-7-8 2-7-6 O+B Plate Offsets (X.Y)— 13:0-64.0-2-41 LOADING (psf) SPACING- 2-0-0 csI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.01 5 rife n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 2=207/0-8-0, 5=101/Mechanical Max Horz 2=82(LC 12) Max Uplift2=66(LC 12), 5=-44(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-2-5. Interior(1) 2-2-5 to 3-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 6) "Semi -rigid pnchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design paramofon and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Instnuta. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-Aorc TRAv T11922683 P1349AC-T C.14 JACK 1 1 Mid-Flonda Lumber, Barlow, FL. 7 640 a Aug 16 2017 MiTek Industries. Inc, Fri Aug 25 13:10 15 2017 Pape 1 ID: S_OpRO5ws414AkYA3UNGXPzr8by-whZzDXNDbdWfFO81 EgaDGcn1 CeJ69kQKZWS VY9ykJ16 4-8-0 4-8.0 Scale c 1:17.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 3-6 >908 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) Weight 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=184/0-8-0, 2=124/Mechanical, 3=60/Mechanical Max Horz 1=77(LC 12) Max Uplift 1 =21 (LC 12), 2=66(1-C 12). 3=1(LC 12) Max Grav 1=184(LC 1), 2=124(LC 1). 3=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 4-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwify design pammofers and READ NOTES ON THIS AND INCLUDED ACTEK REFERENCE PAGE MI1.7473 —. f 0/02/2015 BEFORE USE. Design valid for use only with MTeIM connectors This design is based onty upon parameters shown. and is for on individual building component, not is uuss system. Before use, the building designer must verify the applicability of design parameters end property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for Mobility and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfP11 Quality Criteria, DSB-a9 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alemndna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgfMi4n•1319-A or C_TRAY T11922684 P1349AC-T CJ5 JACKI51 all Mid-Flonds Lumber, Bartow, FL 7 640 s Aug 16 2017 MTek Industries, Inc. Fri Aug 25 13:10.16 2017 Page 1 ID.S_OpRO5ws414AkYA3UNGXPzr8by-Ot7LOtOrlxeWsYiDnN5FogKDt2gXuBgTDAC35bykJl5 100 5A0 1.0-0 5 0 Scale = 1:18.2 2X4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1 25 BC 0.18 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014(TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=111/Mechanical, 2=298/D-8-0, 4=46/Mechanical Max Horz 2=108(LC 12) Max Uplift3=-60(LC 12). 2=-82(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) VdeO Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(TL) -0.04 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25fl; B=45f; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design pammefera and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rov. f010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verify the appirubility of design parameters and property incorporate this design into the overall building design; Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MR fabrx:ation, storage, delivery, erection and bracing of trusses end truss systems, see ANSUTPII Quality Criteria, DSB419 and SCSI Building Component 69D4 Parke East BM Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandna, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SglMilan-1349-A or CjRAY T11922685 P1319AGT CJST SPECIAL 2 1 Mid - Florida Lumber, Bartow, FL 7.640 s Aug 16 2017 MITek Industries, Inc Fri Aug 25 13.10:16 2017 Pape 1 ID. S OpRO5ws414AkYA3uNGXPzr8by-Ot7LOtOrLxeWsYIDnN5FogKCa2eluBgToAC35bykJ15 2- 7-8 5-0-0 i 1. 40 2.7-8 2+8 Scale = 1:17.3 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 10.0 Lumber DOL 1.25 BC 0.29 BC LL 0.0 ' Rep Stress Incr YES WB 0.00 BC DL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3- 7: 2x4 SP No.3 REACTIONS. ( lb/size) 4=95/Mechanical, 2=307/0-8-0, 5=59/Mechanical Max Horz 2=108(LC 12) Max LIplift4=-44(LC 12). 2=83(LC 12). 5=7(1_C 12) Max Grav4=95(LC 1), 2=307(LC 1), 5=71(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert( LL) 0.04 6 >999 240 MT20 244/190 Vert( TL) -0.07 6 >910 180 Horz( TL) 0.03 5 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) " Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1.7472 rev. 1 ai0312015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual balding component• not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall balding design. Bracing militated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brscing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Intonation available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349•A or C_TRAY T71922666 P1349AC-T CJA JACK 7 1 Mid-Flonds Lumber, Benow, FL. 7 640 s Aug 16 2017 MTek Industries, Inc Fn Aug 25 13:10 17 2017 Page 1 IDSOpRO5ws414AkYA3UNGXPzr8by-t4hteDPU6FmNUiHPL5cUL1tE6SyPdewdOpxod2ykJl4 1.0.12 0.11.4_ 1.12 0-11.4 6.DO 12 Scale = 1:23.1 5 4 4x5 = 0.r 11 Plate Offsets (X.Y)— 12:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.10 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix-M) Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or D-11-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-D-0 oc bracing. REACTIONS. (lb/size) 5=160/0-8-0, 3=27/Mechanical, 4=2/Mechanical Max Horz 5=171(LC 12) Max Uplifts=233(LC 10), 3=155(LC 12), 4=-254(LC 12) Max Grav 5=333(LC 12), 3=110(LC 10), 4=197(LC 10) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft. L=24ft; eave=4ft; Cat. 11; Exp B, Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone, end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 5=233, 3=155, 4=254. 6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rw. 10103/2015 BEFORE USE. Design valid for use only with MiTelcm connectors This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brecing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is SW8ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefMRabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSUTPN Ouallty Criteria, DSB49 and SCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq/Milan-13t9•A or C TRAY T11922687 P1349AC-T CJB JACK 1 1all Mal -Florida Lumber, Bartow, FL. 7 640 s Aug 16 2017 MTek Intlustnes, Inc Fn Aug 25 13:10.17 2017 Pape 1 ID.S OpRO5ws414AkYA3UNGXPzr6by-t4hjeDPU6FmNUiHPL5cUL1IGNSydewdOpxcd2ykJl4 1.0.12 i 0.1111.4 , 1•a1z a4 B.Oo 12 Scale = 1:33 7 Plate Offsets (X.Y)— f2.0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 029 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.18 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 12 lb FT = 20% LUMBER. BRACING. TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 5=160/0-3-4, 3=29/Mechanical, 4=4/Mechanical Max Horz 5=44(LC 12) Max Llplif13=107(LC 12). 4=140(LC 12) Max Grav 5=181(LC 12), 3=6(LC 10), 4=20(LC 10) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft, eave=4ft, Cat. II, Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=107. 4=140. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity design Parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 10101,7015 BEFORE USE. Design valid for use only with MTek® Connectors. This design Is based only upon parameters shown, and is for an individual building component. not a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - febrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSVTPII Ouallty Criteria, DSB-09 and BCSI Building Component 6904 Parke East BNtl Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq/Mitan-1349-A or C TRAY T11922SW P7349AGT FTt SPECIAL 1 Mud -Florida Lumber, Bartow, FL. 7 640 a Aug 16 2017 MRek Industries, Inc Fri Aug 25 13.10 10 2017 Pape 1 IDS OpRO5ws414AkYA3UNGXPzrSby-LGE5rZ06tYuE6sscvo7juFPZZsIVM HmFThA9UykJl3 3-9-8 7-5-4 11.2.12 i 3-9-8 3-7-12 3.9.8 scale - 1 19.3 1 4x4 = 3x4 = 3x4 = 10 2 11 12 3 13 2x4 II 14 4 8 5 2.4 II 4x4 = 0-6`12 3.9-8 3-7-12 3.9.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) Weight 149 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x6 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing REACTIONS. (lb/size) 8=1531/0-8-0, 5=1619/D-3-8 Max Uplift8=520(LC 4), 5=506(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=1419/500, 1-9=2573/849, 9-10=2573/849, 2-10=-2573/849, 2-11=-2616/845, 11-12=2616/845, 3-12=-2616/845, 4-5=255/110 BOT CHORD 7-17=849/2573, 17-18=-849/2573, 6-18=849/2573, 6-19=845/2616, 19-20=-845/2616, 5-20=845/2616 WEBS 1-7=874/2655, 2-7=779/331, 3-6=-45/391, 3-5=2700/874 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at D-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft: B=45ft: L=24111; eave=oft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 8=520, 5=506. 8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 Ib down and 65 Ib up at 8-1-7, 155 Ib down and 57 Ib up at 10-1-7. 271 Ib down and 99 Ib up at 5-0-0. 271 Ib down and 99 Ib up at 6-2-8, and 333 Ib down and 122 Ib up at 1-1-0, and 198 Ib down and 73 Ib up at 3-1-0 on top chord, and 22 Ib down and 12 Ib up at 1-1-2. 116 Ib down and 41 Ib up at 3-1-2, 182 Ib down and 53 Ib up at 5-1-2, 182 Ib down and 53 Ib up at 7-1-2, and 182 Ib down and 53 Ib up at 9-1-2. and 187 Ib down and 47 Ib up at 10-7-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25. Plate Increase=1.25 Uniform Loads (ptf) Vert. 1-0=60, 5-0=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED a9TEK REFERENCE PAGE MI1.7473 rsw. 10N312015 BEFORE USE. Design valid for use only with MUM* connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters end property incorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing "To isstwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthefabrication, storage. delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Crltorta, DSB-89 and BCSI Building Component 69D4 Parke East Blvd Safely Information available from Truss Plate Institute, 218 N Lee Street, Sues 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milrt-13s9-A or C TRAY Ti1B22666IP1349AC•T FT1 SPECIAL 1 2 Mid-Flonda Lumber. Bartow, FL. 7.640 a Aug 16 2017 MITek Industries, Inc. Fn Aug 25 131016 2017 Pape 2 ID:S OpRO5ws4l4AkYA3UNGXPzr6by-LGESrZQ6tYuE6sscvo7juFPZZsIVM_HmFTKA9UykJ13 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=333 10=198 11=271 12-271 13=-178 14=-155 15=22(B) 16=116(B) 17=182(B) 18=182(B) 19=182(B) 20=187(B) 1 Q WARNING • Varlty daslgn parameters and READ NOTES ON THIS AND INCLUDED ACTEK REFERENCE PAGE MI1-7473 — 1403/2015 BEFORE USE. Design valid for use only with MITek® connectors, This design rs based only upon parameters shown, and Is for an individual building component, not istruss system. Before use, the building designer must verily the appltublllty of design parameters and property incorporate this design Into the overall bu9ding design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the - fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSUTPII Quality CAterta, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2118 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Qty Ply Park SglMilsn-1349-A or C_TRAY T11B22G89 P1349AC-T J4 JACK 4 1 Mid -Florida Lumber, Barton, FL. 7,640 s Aug 16 2017 MITek Industries, Inc. Fn Aug 25 13:10:18 2017 Pape 1 ID:S OpRO5ws414AkYA3UNGXPzrBby-LGE5rZQ6tYuE6sscvo7juFPaLsLhMSAmFThA9UykJ13 4.3.15 4.315 Scale = 1:15 6 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-3-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=202/Mechanical, 2=97/Mechanical, 3=42/Mechanical Max Horz 1=71(LC 12) Max Uplift 1=33(LC 12), 2=52(1_C 12) Max Grav 1=202(LC 1), 2=97(LC 1). 3=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 4-3-3 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semirigid phchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity design parameters and READ NOTES ON TN1S AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rw. IOM312015 BEFORE USE. Design valid for use only with MTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not Max A truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design, Sraung indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ma fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan1349-A or C_TRAY T11922690 P1349AC•T J5 JACK 4 1311 Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13 10 19 2017 Pape 1 ID:S OpRO5ws4l4AkYA3UNGXPzr8by-pSoT3vQkesO5j7RoSWeyQSygMFfk5WJwU7QjhwykJl2 1. 2 4-11-4 1-QQ12 4-11-4 Scale - 1:32.8 61.5x4 II 4 3x4 = LOADING (pso SPACING. 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 10.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC20141TP12007 Matrix-M) DEFL. in floc) Vdefl L/d PLATES GRIP Vert(LL) -003 5-6 >999 240 MT20 244/190 Vert( TL) -0.07 5-6 >757 180 Horz( TL) 0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 6=271/0-8-0, 3=133/Mechanical, 4=47/Mechanical Max Horz 6=262(LC 12) Max Uplift6=-l(LC 8), 3=108(LC 12), 4=119(LC 12) Max Grav 6=271(LC 1), 3=156(LC 17), 4=124(LC 10) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=296/187 WEBS 2-5=228/361 Weight. 30 lb FT = 20% Structural wood sheathing directly applied or 4-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B, Part. Encl., GCpi=O 55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 4-10-8 zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (ft=lb) 3=108 4= 119. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. fGN3/2015 BEFORE USE. Design valid for use only with MRekm connectors This tlesign 13 based only upon parameters shown, and is for on individual building component, not e truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web end/or chord members only Additional temporary and permanent bracing is sways required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the 0 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTP11 Quality Crtteria, DSBd9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgIMllan-1349-A or C TRAY T11B22691 P1349AC-T J7 JACK 9 1 all M*Flonda Lumber, Barlm, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc FriAug 25 13 10 19 2017 Page 1 ID.S OpRO5ws414AkYA3UNGXPzrBby-pSoT3vQkes051?RoSWeyOSyfvFeG5YPwU7QjhwykJl2 I -1.40 7.00 1-0.0 I 7.0.0 Scale = 123.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 1 57/Mechanical, 2=397/0-8-0, 4=61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=85(LC 12), 2=99(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1). 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-D-0. Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING . Verify design parameters and READ NOTES ON TMS AND INCLUDED h1ITEK REFERENCE PAGE I1,1II.7473 raw. f OM312015 BEFORE USE. Design v211d for use only with M7ekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters end property Incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Oualhy Crtterla, DSB-09 and SCSI Building Componem 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandrls, VA 22314 Tampa, FL 36610 Job Truss Truss Type 0ty Ply Park StyMilan1349-A or C TRAY T11922692 P1349AC-T JTT SPECIAL 4 1 all MIO-Florids Lumber, Bartow, FL 7 640 a Aug 16 2017 MiTek Intlustnes, Inc Fri Aug 25 13:10.19 2017 Pape 1 ID:S OpRO5ws414AkYA3UNGXPzr8by-pSoT3v0kesO5j7RoSWeyOSyhtFao5YPwU70jhwykJl2 2.7.8 7-0.0 r 1.0.0 2-7-8 4-4-8 1 5x4 2x8 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0 00 BCDL 10.0 Code FBC20141TP12007 (Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-7, 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 2=407/0-8-0, 5=75/Mechanical Max Horz 2=141(LC 12) Max Uplift4=70(LC 12), 2=100(LC 12), 5=3(1_C 12) Max Grav4=140(LC 1), 2=407(LC 1), 5=100(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1.23.3 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.08 3-5 >995 240 MT20 244/190 Veri(TL) -0.18 3-5 >467 180 Horz(TL) 0.08 5 n/a n/a Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5311 oc purllns BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vartly design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MII.7473 — 10,103/2015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, we ANSVTP11 Quality CrttoAa, DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qy Ply Park SWMilan-1349-A or C_TRAY T71972693 P1349AC-T KJS JACK 3 1 Lumber, Bartow, FL 7.640 a Aug 16 2017 MiTak Industries, Inc Fn Aug 25 13-W.20 2017 Papa 1 ID.S OpRO5ws414AkYA3UNGXPzrBby-HIMsGFRMPA8yL90_OD9BzgVpMfwpgxw3jnAGEMykJ11 1 6 O I 3.5-8 6-11-1 I 1$0 3-5-8 3-5-9 Scale = 1 34 0 a 5 24 II 3x4 = 8xB = LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 10.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.05 7-8 >999 240 MT20 244/190 Vert(TL) 0.05 7-8 >999 180 Horz(TL) -0.01 4 n/a n/a LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/sae) 8=315/0-11-0, 4=90/Mechanical, 5=150/Mechanical Max Horz 8=261(LC 8) Max Uplift8=-817(LC 4). 4=-49(LC 24), 5=-532(LC 8) Max Grav 8=717(LC 21), 4=102(LC 17). 5=441(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=536/596, 2-9=379/404, 3-9=298/327 BOT CHORD 7-12=416/326, 6.12=-416/326 WEBS 2-7=498/557, 3-7=-434/319, 3-6=550/701 Weight: 48 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 8-5-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Part Encl., GCpi=0.55; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 8=817 5=532. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 217 Ib up at 1-5-12, 168 lb down and 217 Ib up at 1-5-12, and 110 lb down and 81 lb up at 4-3-11, and 110 lb down and 81 lb up at 4-3-11 on top chord, and 191 lb down and 255 lb up at 1-5-12, 191 lb down and 255 lb up at 1-5-12. and 128 lb down and 178 lb up at 4-3-11. and 128 lb down and 178 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 24=-60, 5-8=-20 Concentrated Loads (lb) Vert. 9=75(F=37, 15=37) 11=5(F=3, B=3) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - verify design paremef n and READ NOTES ON TICS AND INCLUDED AUTEK REFERENCE PAGE 11,111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Dually Criteria, DSB49 end SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgMlannIUS-A or C_TRAY T11922694 P1349AC-T KJ5A SPECIAL 1 1 Mid-Flonda Lumber, Bartow, FL 7.640 a Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13.10.21 2017 Pape 1 ID:S OpRO5ws414AkYA3UNGXPzr8by-trwEUbS ATGpzJbAowgOVtlzO3KBZORCxRvgmpykJIO 1$1336-3-92 3-96-3-9 1$12 339 3-0-1 7- 4.24 12 11 10 9 1 5x4 II 3x4 = 3x4 = 3x4 = Scale. 1/ 4'=1' Plate Offsets ( X.Y)— 12:0-3-14 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1 25 TC 0.64 Vert(LL) 0.03 10-11 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.34 Vert(TL) 0 03 10-11 >999 180 BCLL 0. 0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.09 9 n/a n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 7-9: 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 8 2-12: 2x6 SP No.2 REACTIONS. All bearings Mechanical except Qt=length) 9=0-10-4, 13=04-10. lb) - Max Horz 13=113(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4 except 5=145(1_C 8), 9=290(LC 8), 13=-674(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5, 9 except 13=462(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3- 6=177/317, 2-13=463/677 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25R; B=45ft; L=24ft; eave=4fl; Cat II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip COL=1 60 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4 except ilt=lb) 5=145 9=290, 13=674. 7) "Semi - rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 203 Ile up at 1-4- 15, 52 lb down and 168 lb up at 1-4-15, and 92 lb down and 63 lb up at 4-2-15, and 70 lb down and 41 Ib up at 4-2-15 on top chord and 191 lb down and 255 lb up at 1-4-15. 14 Ile down and 142 lb up at 1-4-15, and 128 Ile down and 178 lb up at 4-2-15, and 41 lb down and 144 Ile up at 4-2-15 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced)' Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( ptf) Vert. 1- 2=60, 24=60, 9-11=20, 5-7=20 Concentrated Loads ( lb) Vert: 14= 75(F=37, B=38) 16=5(F=3, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING . verify design panmafars and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MIL7473 —. 10i93/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and a for an Individual building component, not truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, section and bracing of trusses and truss systems, a" ANSI/TP11 Quality Criteria, OSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgfMiten-1349-A or C TRAY T71B22695 P1349AC-T KJ6 JACK 1 1 Mat -Florida Lumber, Bartow, FL 2x4 = 7 640 s Aug 16 2017 MTek Industries. Inc. Fn Aug 25 13,10 21 2017 Page 1 ID.S OPRO5ws414AkYA3UNGXPzr8by-irwEUbS ATGpzJbAawgOVt1053KKZSvCxRvgmpykJIO Scale = 1.15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 047 Vert(LL) -004 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0 11 3-6 >628 180 BCLL 0.0 ' Rep Stress Incr NO WE; 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight, 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=277/0-11-0, 2=142/Mechanical, 3=70/Mechanical Max Horz 1=70(LC 8) Max Uplift 1=59(1_C 8), 2=65(LC 8) Max Grav 1=277(LC 1), 2=142(LC 1), 3=98(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B, Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-5-15, 51 lb down and 15 lb up at 1-6-1, and 70 lb down and 44 lb up at 4-3-14, and 71 lb down and 47 lb up at 4-4-0 on top chord, and 7 lb down and 2 lb up at 1-5-15, 6 lb down and 7 lb up at 1-6-1. and 17 lb down at 4-3-14, and 19 lb down at 4-4-0 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2=60, 34=20 Concentrated Loads (lb) Vert: 9=-4(F=6, B=2) 10=12(F=7, B=5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vertly design Paramafars and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ml1.7473 — 10113/20/5 BEFORE USE. Moog Design valid for use only with MlTakdD connectors This design is based only upon parameters shown, and Is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bu ding design. Bracing indicated is to prevent buckling of individual truss web endior chord members only. Additional temporary and permanent bracing I, always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East BM Safety Information milable from Truss Plate Institute. 211IN Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Qty Ply Park SgIMllan-1349-A or C TRAY T71922696 P1349AC-T KJ7 JACK 3 1 Mid-Flonda Lumber, Bartow, FL. 7 640 s Aug 15 2017 MTek Industries. InC Fn Aug 25 13 10 22 2u17 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzrBby-D1 UchwTcxnOgaTANSeCf25aDCTfulgrMASfNIFykJl7 1-5-0 5-2-5 I 9-10-13 1-SO 52-5 4$-7 Scale = 1:22.9 2x4 = 1x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.44 BCLL 0.0 ' Rep Stress Ina NO WB 0.34 BCDL 100 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=522/0-11-5, 5=314/Mechanical Max Horz 2=142(LC 21) Max Uplif14=70(LC 8), 2=148(LC 8), 5=-69(LC 8) 3x4 = DEFL. in floc) Vdefl L/d PLATES GRIP Vert(LL) -003 6-7 >999 240 MT20 244/190 Vert( TL) -0.09 6-7 >999 180 Horz( TL) 001 5 n/a n/a Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=743/124, 11-12=706/132, 3-12=-664/134 BOT CHORD 2-14=206/666, 14-15=-206/666, 7-15=206/666, 7-16=206/666, 6-16=206/666 WEBS 3-7=0/258, 3-6=723/224 NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45f1; L=24ft; eave=oft; Cat. It: Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2= 148. 6) " Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up at 7-2-11. and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 Ito down at 4-4-12, and 33 lb down at 7-2-11. and 33 lb down at 7-2-11 on bottom chord The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=20 Concentrated Loads (lb) Vert: 13=53(F=27, 13=27) 14=4(F=2, B=2) 15=10(F=5, 13=5) 16=35(1`=17, B=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - verity d-Ign paramafers and READ NOTES ON THIS AND INCLUDED NrTEK REFERENCE PAGE 110111-7473 rev. IGM3/2015 BEFORE USE. Design valid for use only with MITek® connectors This design Is band only upon parameters shown, end is for an individual building component, not truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - Is always required for stab91ry and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSU1PI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sub* 312. Alexandra, VA 22314. Tampa, FL 366110 Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A or C TRAM T71922697 P134BAGT KJ7T SPECIAL 1 1 miwrrw wit wmuei, oanwv, rL. /.1HU a Aug 1b 201 / MI I ek Industries. me Fri Aug 25 13 1023 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzrBby-hE2 uGTEi5WXCdLZhLjubl7J1tuk1JRVPIOwghykJl_ i -1-5-0 3-7-13 &7-9 9-10.13 110 3.7-13 2-11-12 3-3-4 1.5X4 US = Scale = 123.0 N 3-7-13 i 3-7-13 6.7.9 2-11-12 9-10.13 334 i Plate Offsets (X.Y)— 12,0-D-11.0-0-11 13:0-2-8 0 2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.21 9 >555 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.45 9 >262 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.25 Horz(TL) 0.18 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matnx-M) Weight' 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purtins BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 3-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=54/Mechanical, 2=672/0-11-5, 7=376/Mechanical Max Horz 2=142(LC 21) Max Uplift5=28(LC 8), 2=240(1_C 8). 7=131(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=861/277 BOT CHORD 3-17=-340/837, 8-17=-333/825, 8-18=-336/833, 7-18=336/833 WEBS 4-7=909/367 NOTES. 1) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a telling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 5 except Gt=lb) 2=240 7=131. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12. and 88 lb down and 60 lb up at 7-2-11, and 88 lb down and 60 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6.12, 7 lb down and 2 lb up at 1-6-12, 72 lb down and 63 lb up at 44-12, 72 lb down and 63 lb up at 44-12, and 37 lb down and 20 lb up at 7-2-11, and 37 lb down and 20 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Printed Copies of this document are Vert: 1-3=60, 3-5=-60, 10-1 1=20, 9-10=20, 3-6=20 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified onVert: 15=20(F=-10, B=-10) 16=4(F=2, B=2) 17=145(F=72, B=72) 18=-62(F=31, B=31) any electronic copies Q WARNING - Varlry design paremsfors and READ NOTES ON THIS AND INCLUDED AVTEX REFERENCE PAGE MI1.7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MITek® connectors This design 15 based only upon parameters shown, and is for an individual budding component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overell building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses end truss systems, see ANSUTPII Quality Crtteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alemnlim, VA 22314. Tampa, FL 36610 Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'}18 l ii For 4 x 2 orientation, locate plates 0- Nd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS cr-2 c2-3 p WEBS 4 U O a c c O sa F- BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/ TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non- structural consideration and is the responsibility of truss fabricator General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance nsks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSUTPI 1 Quality Criteria. 0 0 Is If 1 V- 4" 7'- 4,. 46'- 4" 3.- 4" 4'- 8" KNEEWALL TO 11'- 4" BRG. a a 11'- 4" BRG. HGT. 14'- 4" PLT. HGT. I L I I I Ii IIi11111111111111111111111111111111111aIIIIEIEIlill II I I II I I I I I I I I I I I I I I I I I I I I I II/li:' i%//.i%//.I% IN 11 11 11 11 11 I I I I I I 11 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I, 11111 I I I I I I I I I I I I I 11111111111 1 1 1 1 1 11111 1 1 FIELD FRAME OVERHANG 7'- 0" I 39'- 0" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. ALL WALLS SHOWN ARE LOAD BEARING AT 9'- 4" UNLESS OTHERWISE NOTED. 12'- 0" - I - 7'- 0" 6 - HUS26 1-PLY HGR W a 0 MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 1349-AorC 12" TRAY OPT. P1349AC-T t ma n WA 8-25-17' B-- RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Permit # # 1 7- 2 8 2 Specificati orm v LDI/y SANFORW Project Location Address 305P5 er8h (coa As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be.obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Fell FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray.Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name f`cN-%c_5 2 c-k;c Please Print) June 2014 Florida Building Code Online Page 1 of 4 i rA, BCIS Home Lop In User Registration ! Ho[ Topics Submit Surcharge Slats 6 Facts ; Publications FBC Staff ` BCIS Site Map Links Search Aolida goprProduct Approvalww", USER: Public User ss Product Approval Menu > Produtt or Application Search > Application Lis[ > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived r-1 Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer El Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. 12 Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eouly of STANDARDS W.odf http://vvww.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQv tDgty3Ij Wak2nFhp... 9/13/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/ 15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports . Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 'AE (a) EVAL 8871.3.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third'Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "Y part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nlhp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and Installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation Instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 L "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 1I (a) INST 8871.9.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party:. Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Next Contact Us : • 2601 Blair Stone Road, 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 mall to this entity. Instead, contact the office by phone or by traditional mall. 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 click here . Product Approval Accepts: M http://-.A>NA,%Af.fl oridabuilding.org/pr/pr_app_dtl. aspa?param=wGEVXQ",tDgty3Ij W ak2nHrp... 9/ 13/2017 Florida Building Code Online Page 4 of 4 Credh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw,tDgty3Ij Wak2nHrp... 9/13/2017 THERMAITRU ID THERMA TRU DOORS 1 1 6 INDUSTRIAL OR., EDGERTON, OH 4351 7. SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTS WING GENERAL NOTES r9M PA CT r I. This product has been evaluated and is In compliance with the 5th Edition (2014) Rorido Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shag be as fisted and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing or stucco. 3. When used in the "HVHE' this product complies with Section 1626 of the Florida Building Code and does not require an Impact resistant covering. 4. When used in areas outside of the'NVHZ" requiring wind home debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "D" and includes Wind Zone 4 as defined in ASTM E1796 and Section 1609.1.2.2 of the FBC. 5. For 2x slud framing construction, anchoring of these units shag be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the defalls of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Oulswing configurations using coastal sill Item #4 under active doors meet water iniffrolion requirements for "HVHZ". 8. Inswing configurations and outsving configurations using sill item 05 under the door do not meet the water Infiltration requirements for the "HVHE' and shag be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET# DESCRIPTION I Typical elevations, design pressures G general notes 2 Door ponel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 verlicol cross sections 6 Buck and frame - 2X buck masonry construction 7 frame anchoring - IX buck masonry construction 8 Big of Materials S Components 37.75' MAX. FRAME WIDTH F 36.00' MAX. PANEL WIDTH I m m x x f z Z LL d C6 6 a a a tom:_ 1nj _c_ OVERALLitiR DESIGN:PRESSURE a}-J•— iaDOOR:7YPE SWING'j4.'„( FRII•ME:-,--,_ FOSRIVE? IJEGATIVE= DIMEIJSION_ INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH OUTSWING 37.75" x 96.50" 80.0 80.0 STAR INSWING 37.75" x 98.00" 80.0 80.0 FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet B for design pressure fimilatlons. n m dim L 0 VV) A O 111mZ c u oz eCO3 3 9 m C W7rn°tea 4 OEoZ I Ta z o w Ck: p J O o z ly U S Ad m 7 o a a IscALE: N.T.S. asro. BY.. DINS cmK. ey: LFS FL-8871.5 MW 1 or 8 Ct92 'i ., 46 47 41 EXTERIOR n Z Y'•, Off` S ai n Ill n 1 111%% U N 2 INTERIOR 46 46 42 V E m i J; s = 9 = W m 7 ca 21 HORIZONTAL CROSS SECTION a a 0 o0 1. 02 410 o e 0 Z I— I.53 ao I —t m 7YP. S 13 CORNERS C< 1111LLD m o OF PANEL c EXTERIOR INTERIOR I 00 reg a a L DETAIL A -A I a Tod Ran LOCK SFIIE ( 3 m DOOR PANEL u D Smooth star N Um 00000000 42 l 04 Z 0000000 a w 0 00000000 0000000Fn 47, ry QQ o0000000 ai 0000000 43 1•le f -- : do m 00000000 t• 000000 0000000046 46 - - a a 0000000fd U1J YJ 00000000 - - _ z°>j z 0000000 000000005,0.(o 0000000 _ 00000 0000o o rya 00000 .t(' „INGE STILE 4S EOTfOM RAIL „l N 0 0 0000000 'C = 00000000000000028.867LOPEN z u 2 VERTICAL CROSS SECTION oim o5 22 oeOZ 00000000AREAMAX. o 00000000 N.T.S.000000000000000[", @ omo. er. DWS m aa. on LFS ; DETAILA- A UPAWM NO -- Panel reinlorcemenl FL-8871.5 m° o NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) n s¢ n 2 of 8 O 64 66 67 61 EXTERIOR 67 61 63 o j n N dz y1, T \\\ Q n .0 or111111uN..z INTERIOR V ° D Z 3 66 66 62 R N 5 0 L 1eHORIZONTAL CROSS SECTION \, 4 7 m d a a 67 V E `o z o 0 TYP. 1 , 13 CORNERS VILLLILd m j o OF PANEL a EXTERIOR INTERIORd 0 o 0 a a LD 62 10P RAIL d3 LOC LE m DETAIL A -A b u 60 DOOR PANEL o In Flber dassk - 61 0 N 00000000o62 z 000000000000000 67 C N 64 00000000 0 0000000000000 63 1.18' r ,.• moo 00000000 •`', o 00000013.1 1.53' —{ n k 0000000 66 I 66 ' i f a a d 00000000 z 0000000 = 65 J 2- 0000000 00000000_ 00000 0000O00000 = 0000000 tNINGESTIIE GO1rOMRAIL D 000000000 28.86% OPEN2 VERTICAL CROSS SECTION D 00000000 AREA MAX. — 05 22/08 0000000 3 a 00000000 65 sue: N. T.S. 0000000 00000000 DMD. W. DWSm CMG rn: LFS 3 DETAIL A -A a DRAADIC NO, Panel relntorcement FL-8871. 5 a NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) SHMT 3 8 0 OF A A 1 2 0 * 0i om d m u 0 n z 9 B V N .• 0 u E 9m W 19 INTERIOR 10 u poa a " m' a `a T Z10 2 v 4 3d 3 4 0 EXTERIORDE i 0 lB 14 A m N E d 1-1/,"MIN. ix: j cai E EMB. (fYP.) j oDD B B ofa rx a 5 5 5 5 3 HORIZONTAL CROSS SECTION a L14 Shownw/1%subbuck 0. 15 O.1S' C' SMK C'SINK TYP. I • T TYP.) 8 9 9 B ery 0 o o aat 0 rn 10 10 c GN j INTERIOR INTERIOR a Q ma z m N N n 2 z QnNON p a nH^ Z u 12 12 40 EXTERIOR EXTERIOR 40 14 OS 22108 : L 11 C 6016 sum- N.T.S. oec. rr: DWS m' 1-1/ 4'MIN. E Fl A8. ( TYP.) 1-I / P MIN. LFS 3a 1 HORIZONTALCROSSSECTIONHORIZONTALCROSSSECTIONEMBVYPIoDUW= NO, 4 Outswing shown -inswing 4 Outswing shown - Insv+ing FL-8871.5 m°o also approvedalsoapprovedMMM4 a 8 " o EXTERIOR i `yJ INTERIOR 1 VERTICAL CROSS SECTION 5 Co ng shown - InswingCoapproved EXTERIOR 4 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet 1 for •HVHr water Infiltration requirements INTERIOR EXTERIOR ---jr— INTERIOR 2 VERTICAL CROSS SECTION Shown w/1Xsub-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 5 bowing configumllon see general notes, sheet I for "r water Infiltration requirements g a Ns: 7 zo IR INTERIOR EXTERI%R rrr 1 PV Z A ' 0m 0 Em p J & r 5 o a 40 maa` us 5 10 60 \° E c Z 8 '3a p • O D. • p v O UVWYJEn 3 VERTICAL CROSS SEC17ON 5 Oulswing configuration G ccseegeneralnotes, sheet 1 lor"HVlirwater mlltrotion o , 0 requiremenls n INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 5 Outswing configuration see general notes, sheet I for' HVHr water Infiltration requirements spur: N. T.S. MG. BY: DWS aa. ay: LFS ; DIUMM xo: m FL- 8871.5 n sran _ L or 8 0 gb iD TYP. HEAD B. JAMBS MASONRY OPENING LJ 2 O 2X BUCK SUCKANCHORING CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: IWO T rrlrl 111 z d m 6 u ry L im°zu MASONRY TYP. HEAD S JAMBS OPENING 0, V° f 5 q .0 ILmaaIn 4 z 1 FRAME U Q: f7 Y 2X BUCK Oz L . Ca O UV a co CD fann HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction ANCHOR,. ANCHOR MIN.=, MIN..CLEARANCE; MIN. CLEARANCE TYPE '.' SII: E EMBEDMENT TO'MASONRY.'.; EDGE':: .:-'. TO'ADJACENT;;" ANCHOR- - ITW 14" / 1-1/4" 2" 4" TAPCONo ELCO c 1/4" 1.1/4" 1" 4" ULTRACON WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8" edge distance, I"end distance, d I" o.c. spacing of wood screws to prevent the spriHing of wood. HINGE DETAIL LATCH A DEADBOLT DETAIL Z N.T.S. ev: DWS or. LFS RM No.: FL-8871.5 ET 6 ar 8 a m o Z 1Y'•. Co 2 c n TYP. HEAD ''i P ` z d m d JAMBS l 11111 u N u Z G' Q i ezu MASONRY a g c° j m c w OPENING a '" 'm a a 0- 4 diCZ0 CLo1a U fn m o FRAME 15 C' o s<u cl Z) 17 i'n ZO 00 WO SSO 1 X BUCK 0 a a Mm LATCH a DEADBOLT DETAIL r o N pp mUmeW4 • 0 HINGEJAME STRIKEJAMS 11 c N boo CONCRETE ANCHOR NOTES: FRAME ANCHORING o ` I. Concrete anchor locations of the comers may be odlusfed to maintain the min. Masonry I buck construction 12 G ? edge distance to mortarlaInfs. 2. Concrete anchor locations noted as "MAX. ON CENTER- must be ad(usted to L maintain the min. edge distance to morfar Jolnts. additional concrete anchors `D n N n may be required to ensure the "MAX. ON CENTER' dimension are not exceeded. i 3. Concrete anchor fable: - 12 G •' n N ao O N j EMBEDMENi ITW BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX.I/4"SHIM SPACE WOOD D 1 /4" X 2-3/4"PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3/16" X 3-1 /4" PFH ITW CONCRETE SCREW STEEL J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L N 10 X 2-1/2" PFH WOOD SCREW I.1 S' MIN. EMBEDMENT STEEL I INSWING ADJUSTABLE THRESHOLD IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. . 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG>=0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 N 10 X 3/4" PFH SCREW STEEL 13 N9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 N8 X 2-1 /7' PFH SCREW STEEL 17 08 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR) COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 456' —1---- O C HEAD A SIDEJamb I THRESHOLD Irwwing adustable J THRESHOLD hnwQp sell -adjust 5.75" 0 S THRESHOLD OuhwtV standard Y THRESHOLD ftwtng adjustable 4 THRESHOLD Ouhwing coastal THRESHOLD huvMg MAX. DESIGN PRESSURE S -n sLin••z i to mozc{i 90 mp `o a a a cc ooz R: avi r. N.T.S. oec. er: DWS aa- er: LFS FL-8871.5 son 8 or 8 Florida Building Code Online Page 1 of 3 life. ButinessPlrbfes$j'onM. R qiflaficln'•cr i l` BCIS Home I Log In User Registration j Hot Topics Submit Surcharge Stats 6 Facts j Publications FBC Staff BCIS Site Map I Links Search Ofl pG Product Approval IUSER: Public User l tr.T+tea Product Aooroval Menu > earch > Aoolication Us[ > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered,Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE C Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 C01 FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH85 72gvdWIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 SummarV of Products FL # i Model, Number or Name Description 15332.1 I SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 I SERIES 420 ALUMINUM SGD I RSEIES 420 EINFORCED ALUMINUM SGD OX, XO, XX 96"x80" NON - Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 51296813.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 REINFORCED IES 420 LUMINUM SGD 196SERIES" 420 ALUMINUM SGD REINFORCED OX, XO, XX Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED 196 TIES 420 REINFORCED ALUMINUM SGD OX, XO, XXIALUMINUMSGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00499D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00501D.0f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions i Approved for use in HVHZ: No FL15332 R3 II 08-00503D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Bad1 Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. r_oovnoht 2007-2013 State of Florida.:: PnyaCV 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 electionhc mail to this entity. Instead, contact the office by phone or by traditional mall. 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 emalls 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: M ® L -1 99 -.M-a Credii Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWldk... 9/7/2017 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE- STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO. XX, XP. PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS RE`ASIDNS DESCRMMN DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 1012312015 MI WI LLC IIOOOOWKESIDDPDOOVRYSIk - FLOWER MOUND, TX 75028 Nv •\GENS 0 6 *' SERIES 420 SGD REINFORCED WITHOUT ADAPTER NOTES 11 , TAT OF Fn 'O[0RlotDRAWNDWCNO. REV 08 B S/ONA'lEN\\\\ 11Sr•, DATE SOE2E249NTS10/30/13 1 OF 10 FF HE 6" MAX 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED r17" MAX Q. C.-, 6" MAX 17" MAX O. C. 16" IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 135. 0PSF NONE SEE CHARTS N 1 AND N2 FOR OTHER UNITS RATINGS REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. REVISED INSTALLATION DETAILS 08/03/15 R L. CHARTNI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30. 0 36.0 42.0 48.0 60. 00 72.00 84.00 96.00 in) Pos I Meg Pos Meg Pos Meg Pos Meg 84. 0 40.0 58.4 40.0 50.9 40.0 457 40.0 42.0 88. 0 40.0 55.2 400 48.0 40.0 43.0 39.4 39.4 92. 0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1 96. 0 1 40.0 1 49.0 400 43.1 38.4 384 35.0 35.0 CHART# 2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pst) Frane Single Panel and Total Frame Width (in) Height in) 30. 0 36.0 1 42.0 48.0 60. 00 7200. 84.00 96.00 Pos I Meg Pos Meg Pos Meg Pos Meg 84. 0 58.4 58.4 509 50.9 45.7 45.7 42 0W42.088.055.2 55.2 480 48.0 43.0 43.0 39.492.052.4 52.4 45.4 45.4 40.6 406 37 196.049.8 498 43.1 431 384 38.4 35.0 CHART < 3 Number or anchor locations required Frame Height Single Panel and Total Frame Width in) 30. 0 36.0 42.0 48.0 60. 0 72.0 1 84.0 96.0 in) H& S IJamb H&S Jamb H&S Jamb H&S Jamb 84. 0 4 1 6 5 6 6 6 6 6 86. 0 4 6 5 6 6 6 6 6 92. 0 4 6 5 6 6 6 6 6 96. 0 1 4 6 5 6 6 6 6 1 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN Jowl; NO REV V. L. 08-02249 B SCALE NTS DATE 10/30/13 s"EE2 OF 10 SIGNED: 1012312015 0 C, ENS,giP o 6 STAT E OF. 'tv F•. 0 R10:• A11EaG\ c fr FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART H4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — I 17" MAX 0 C. 6" MAX 17" MAX O.C. 6" _- 4X M E GHT 6" MAX 6" MAX REVISIONS OESCRIPnON WE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART N4 Number of anchor loco (ions required Single Panel and Total Unit Width (in) Frerne Height 30.0 36.0 42.0 48.0 n) 60.0 72.0 84.0 96.0 H65 Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 4 1 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 1 6 6 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART A4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED i35.0PSF NONE SIGNED: 1012312015 SEE CHARTS ,II AND #2 SHEET 2 FOR OTHER UNITS RATINGS MI WINDOWS AND DOORS LLC \"11111)111,7j 1900 LAKESIDE PARKWAY `,g R. Lp/ FLOWER MOUND, TX 75028 `r •GENS f SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• 0 5 *= FIN ELEVATION$TAT OF O. DRAWN: ORC No. REV i F ..to RID ,, IOC; • V. L. wrE 08 s02249 B 11E1 G\ NTS 10/30/13 3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4" MAX SHIM k10 wooD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. LUVL InoTANCE RE`ASIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. EMBEDMENT r 1/1" MAX. SHIM SPACE INTERIOR 1/2" MIN EDGE DISTANCE J3 ro 4 , 01 10 WOOD U EXTESCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WID LLC R IILI0 PDOOVRYOOOLAKESIDAWSS9tp FLOWERMOUND, TX 75028 v •%GENS' 0 5 = SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 9O FRAMEINSTALLATIONDETAILS 0 , TAT OF DRAWN REV V. L. 08-02249 B//ArJDNAL 11111111 SCALENTSDATE10/30/13 sNEET4 OF 10 METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I I I I I I INTERIOR REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 /4' MAX. r SHIM SPACE I INTERIOR 3/4" MIN. 13EDGEDISTANCE Fli t SILL TO BE SET IN # 10 SMS OR A BED OF SELF DRILLINGAPPROVEDSEALANT SCREWS nL10SMSORMETAL SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL STRUCTURE JAMB INSTALLATION DETAIL BY OTHERS od METAL STRUCTURE INSTALLATION 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1012312015 MI WINDOWS LLC II`/0LAKESIDANDPDOORYSIR q0i, FLOWER MOUND, TX 75028 v••GENS* SERIES 420 SGD REINFORCED WITHOUT ADAPTER D, 812611 96" x 96" FRAME INSTALLATION DETAILS D • TAT OF DRAW DRD N0. REV s A'[ 0 R IO'. •G\ 08 B SCAEE NTS wTE 10/30/13 5/E2ES90F 10 2 1/2" MIN. EDCE DISTANCE n . 1 1/4" MIN. EMBEDMENT CONCRETE/ LMASONRY 1/4" MAX. BY OTHERS F SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT T 1 1/4" MIN. a" EMBEDMENT E ° REVISIONS ' OESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT I 1/4" MAX. 2 1/2" SHIM SPACE MIN. I EDGE DISTANCE v 3/16" TAPCON CONCRETE/MASONRY BY OTHERS a. OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 ff[3- 71MIN 1L J1121111101.11 EXTERIOR JAMB INSTALLATION DETAIL CONCRETFIMASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWSLLC 11L/019 i' CONCRETE/MASONRYINSTALLATION 1IOOOLAKESIDD PARKWAY FLOWER MOUND. TX 75028 51R GENq SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 *= 96" x 9IO a FRAME INSTALLATION DETAILS AO•• $TAT OFV iI DRAWN. owc No REV ii`S:cl0RID" G\ 08 B NAi. 1\\ SC E NTS DATE 10/30/13 SOEET69OF 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LL IJ LLJ INTERIOR FO BE SET IN OF VED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCV BY OTHERS MIN. AENT LULL UI>IANUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS DESCRIPTION DATE I PPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. REMISED INSTALLATION DETAILS 05/03/15 RL 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE I INTERIOR 1/2" MIN. EDGE DISTANCE n E 10 WOOD J 1 A 11H"W==X1 11SCREWS EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 111IIIIlIii 1900 LAKESIDE PARKWAY N\\\Cj R• Lp 7/ FLOWER MOUND, TX 75028 D 826 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• 96" x 96" FLANGE INSTALLATION DETAILS OFTATE i'^r[pR1 PDRAWN. DWG N0. REV 08 B S. NITS °ATE 10/30/13 SHEET79OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE 3MS OR DRILLING N L TO BE SET IN BED OF PROVED SEALANT I- 3/4" MII EDGE DISTI L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L B REVISED INSTALLATION DETAILS 08/03/15 R L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WIND1900OWS LLCDDOORPARKWAY 11L7oLAKESIDEJ\511R 96/ FLOWER MOUND, TX 75028 v,•\GENS*" P SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS OO,. TAT OFty` ii.t S R( DRAWN: Owc No 08 SOE 249 REV 9 O RIOP scut aTENTS 10/30/13 8 OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN EDGE DISTANCE E , 1 1/4" MIN a n EMBEDMENT 1 1/4" MIN. EMBEDMENT 1 /4" MAX. SHIM SPACE I I 2 1/2" MIN. EDGE DISTANCE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT REVISIONS ' OESCRVMN 417E APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVI5ED INSTALLATION DETAILS 05/03/15 1 RA_ 101 a INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK J GONCRET&MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1 I NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, a 1 1 /4" MIN. NOT SHOWN FOR CLARITY. a"' EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE n • DESIGNED IN ACCORDANCE WITH ASTM E2112 G e 1.. _ - 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 CROSS MI WI D LLC 1111111/1RLoNSTACTION COCVERRE E/M sOALTIONPDOONROOOLAKESIDAWSYS 9{,% FLOWER MOUND, TX 75028 v •\GENs SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 * = T x 96" a ` FLANGE INSTALLATION DETAILS p•$$TAT OF O• tom` DRAWN: DWG NO. REV 08 B SCALE NTS `TE 10/30/13 SHHE199OF 10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN H8 WOOD SCREW APPROVED SEALANT BEHIND FIN JJ8 WOOD SCREW 7/16" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE A 7/16 MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE IF= INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R L 1 5/8" MIN. EDGE DIST. TRIM 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS. HOOK STRIP IX BUCK TO BE PROPERLY SECURED n 3/16" EXTERIOR n PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2- MIN EDGE DISTANCE METAL STRUCTURE rBYOTHERS EDGEE 3D MIN. DISTANCE TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD 110 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC R 11 1900 LAKESIDE PARKWAY ` S OM FLOWER MOUND, TX 75028 ` •GENS 9 T' NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER =*• o, fi 25 *' 96" x 96" (` 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, ='O NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS 0 , TAT OF !.tom,` DESIGNED IN ACCORDANCE WITH ASTM E22. PERIMETERANDJOINTSEALANTBYEOTHERSTOBEDRAWN. DwO . Rom, i3O S : ;c O R10 GS• SCALE DATE 08 50 249 B /s/ONA 1110 NTS10/30/13 10 OF 10 IA/ TFRInn TRIM Florida Building Code Online Page 1 of 6 SCIS Home I Login I user Registration I Hot'ropi6 j Submit Surcharge I Stets h Facts j Publications I FBC Stall I BCIS Site Map I Links Search b a t r w Product ApprovalUSER: Public User Product Approval Menu > PrOdutt or AooliWdon Search > Application Lis[ > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived C Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler M Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eauiv 20150319 - FBC - DASMA 108 eouiv.Ddf FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 enuiv.Ddf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Go to Page O L'r'i 03/19/2015 06/12/2015 06/21/2015 08/10/2017 FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15 a Pagel / 8 O a Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GRSLP, ARISP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARSLP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.Ddf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODEO W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104175-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and oroof of inspection.Ddf FL15279 R4 C CAC W3 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://NArww.floridabuilding.org/pr/pr_app_dtl.aspx?param=,A,GEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EDSLP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101308-Rev12'odf windborne debris regions. The product without glazing DOES Verified By:'Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-11`171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101652-B-Revll.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- C,AR2LP, ED2SP, ED2LP, 4302, r (up to 9'0" wide) WINDCODE@ W4 Garage Door HDGC, 6202, SFC68, MR Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with Proof of contract and proof Approved for use outside HVHZ: Yes of insoecbon.0 Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-5-Rev02.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.Pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.12 012 W4-09 PAN-21`151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W4 Listing Intertek.ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Parry: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with Proof of contract and proof of insoection.Pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-B-Rev16.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and Proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.Pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F1,15279 R4 II 103486-B-Rev08.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-11F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 8 W4-16 DSIU-IF171: 9200, 01, 9203, HDP20, HDPF20, PL20, 7200, 7201, 7203, 8200, N9201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insgection.odf FL15279 R4 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspecbon.pdf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Rev13.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.0 FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE8 W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FU5279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-Rev0I.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ"Dgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne I Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 9W4-16 DSIUO-1K479: CanyonrRi'dge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODEG W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-RevO2.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODEG W4 Garage Door 4RST, 5RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of insoection.Ddf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Rev15.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page 'i Q d Page 1 / 8 Back Next Contact Us :. 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovnoht 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 mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls 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: M ® NER-7:21 gig Credl C&d Safe http://,A,vr,Nr.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 4JT•fI7Ls1 il• IIiJia!TJ atE aaaf Iis mst m mm T M mrL 9tcNLL OIa " anowL a .GND LOW romm Int Droll m - Ir-w WSW slaty 11f-r.m 94NK aRYa Hm st D O scn L1Tsn-rr u a A13o Arnam ICrAI SHM W]WW3 1 a'O 4'msSORM 1a r ee qlm . wn.v.vn. ETC ] t• SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAIL STANDARD SIZE IS 42-1/2'.1e. IMPACT RESISTANT GLAZING IS 21-5/e-.14-1/e'. r . a CA L'4mm IFVA M A 2-1-2-1 Ofl1 1 UL 1 D I!-rl I'm7m AEI IIORm:lAlA tTC,) IOff Yv T 1 1 TN [.o Tmt3 A -m M CoalImwrlOT1cmaLcea1EID1Rt, pf10Y a mflAap CEM D1601EER MARK WESTMUMD. P.E. FIDRD% P.E. /4e4115. NC P.E. #2353Z TEVA3 L N1513 P1 SHIP LAP JOINTS. wtaam 1/ DENSITY POLYSTYRENE FOAM 04SVl MN 1-5/16' THICK WITH VINYL KNRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PWMER, AND A EW(ED-ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. 11q aa1 q]R a o PW wsa law Ial M g1 lat wro wtm. u11m waA. Aomoq m 1IW nae. utcoq mw w nc w1u o a wnwo mot 0 a Alm-tA n.1 TIW rtun Iq oaalt e q olnoWn wamlo. A mw Hq r a W 1 w Lc Wt no mt A wr m tut Ro tooq w Ataaawlz Wa 1CL CAtGWOW R • aAlm wg101a L YP w10. Om 1V W LB m 0 Iq la a LC. L[ LC LC Inn m I®n v v r v wr SECTION A -A (SIDE VIEV) 3 TALL ALBAR20G!t CALV. STEEL MIN. YEILD STRENGTH: 50 KSI 2' THICK -El 3- 1-7/8' T 12 GA GAV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/ 4) 14.6 e' SHEET METAL 14 CA GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) /14.5/e' SHEET METAL SCREWS AND (4) 1/413/4- SELF TAPPING SCREWS. SEE VIEW 'B'. 3' TALL . 20 GA. GALV. STEEL U-BARS IN A 2-1-2-1 PATTERN (I.E. TWO U-OARS ON BOTTOM SECTION. ONE U-BAR ON NEXT SECTION.) ETC.). EACH U-BAR ATTACHED PWITH (2ERSnL' 3T/ " SELF TAPPING SCREWS H. 13 GA. GALV. STEEL IOEIOTTOM BRACKET. ATTACHED WITH (2) /144/e" SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF k -24.5 PSF TEST LOADS: +3e.0 PSF ! -37.0 PSF PAL C= 1M MPC: PAN-2F153 van. RATTxo olopay w4 16.0-W . 16'0'H 1/3/97 ecta ""'b CLASSIC AND CH RP STEEL PAN e5e5 OI1KE mow' MAVN an DOUBLE -CAR, 16'W +24/-24.5 PSFBuildingProductsMASON, OH 45D4o IOC CoR1 On (513) 770-4800 C uuvOc MUUEIe vG a Pq MobA MBR—d. MWW JD101711 IBC S:WNLAR HOUSE! RA® PAID Dams OOIf RlmS ES GA 125 U DO CLLIPAT114111" mSf. Om mmmOV IS AOI15 ARSS MSSV DIAL TAN IAQ 141OW S m7SV Dom maw OF . Or IFSMS awn. w M L7arOn 1-1 oD. WASHED REAMED, LAO 1OCOA wT a m1RTOeLMI aYI MOf m PWOmE A FU9H 4 10RIIN0 OIiACE HIOHQONOL AAHm 00 NOT LO.D. 1 R 1 LiaY cavc ANaa DI vR a• mrtoe Cum rc ra aunaT4fA9alONnumwmsRav[ ANooS 4. 1/••r tN'OON SOEOS ON mono TOL E OR r CENTERS (NOT OOUW I. 00. WASHERS Rmll<D TTO WAoaa0. RUNT ED AFV NOUN NOT a mLMGmON (NR NW N ODED) 10 1L OA. A N91IgIM(SND RIfAQ IIOQIXOL 1Vm m NOT1MI G LOAD. mm 10 OAlIN 705-141. A Nm® 0mN1 wT OOSDIIL To A/ETOR ALIOO4a[ EAt1O e AAG/OR A11t1 mNM1WO6 ST? N R OON Iemm DO Si) r beTODE POEI 70 G Ant. ONLY 57FI1 ENO f1El O OM IALv. STEEL MOL MEN IMPACT RESISTANT ASSEMBLY DETAILS( DRAWING 10171 1 -A SECTION B-B (IMPACT -RESISTANT GLAZING OPTION) RQL 11' OINOPL L.DO]- X j D— MUL MIIOSL NON /CIO UK AAM I POA rx IRAE wO rAm co F'ONT AmH Aim SRN AIO S1M4b wTnoE AHxAAR UNI NNO m nAAE ,STTH NULT:I ncNr (IG A • y WW Noe NICK HOER IWIE . aAan I STANDARD ASSEMBLY DETAILS DRAWING 10171 1 -B SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION) PROT FOI[ WRN U.v. COKW ON OUTVOE SUWACE NOR 9NT POINT PRIDE a NWWOR THAN I GNT LRNIL aLAaro TOM NT¢ UrE iEV000L fftS/4' FAR (IUD SOEO. STANDARD ASSEMBLY CONSTRUCTION: OPTGIVL 5R OA a 1 ATYPIC (TES AVAFA dWTOHAI IOt111C a PlAM"N'Y' CPU' OM ATE C AFFW &D OC7 PLASTIC INAWDWAMOX W TH a0/IEC THEWIT FSIISE SEE" ANEETS T E WILD O COIPUA ENOWNESRIGNN.M OOD ONES LOW AMLA1OENiSa• na< namA ALEDDG mDE OR ArtOAmGxrL aaRDM COra NCT 0n005IEL7016 RV. CKA IES 11 LWC/b). SHEET 2 OF 2 Iev _ 11 1 1 IS OA OALY. Him film IEAi fNfOED m STIES T it Ra mo Or0lnmm `, w(• I4.Vr WW acN4 G OALY. POLLEN NNQ EACH NN4 FAmun TO E7O Sma orm (4) METAL Samm AND (4) V= SHEET SOYYAM" SOPM r 10 SALL Nc ff STEW Sim min WIN Sim OR NYLON TIE Ae1 ONIImmm- f L T! OEM OF THE SUPPONM SRUCTUNA. E E1mRf SMALL IS M RESPIONNSIWWR OF THE 11101®OIYL OF NECOD POI( TE SLALOM 04 SLROCIU E AND N ACCORDANCE WIN CLAM NADNO GOOFS M THE LOVES LRIm ON THE OIOSq. 6M X P. F. Ass OPE ( YARK WFSTSWE D, DATE SEE RLVWOM HSIORT ON SHEET bME; TRACK CONFEURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOW RATING OF THIS DOOR NONZONTAL TRACK BY OWN111 (gymSLR WCORlHITOPBRACKET Sim rV0 F. EACHAJAWS RIN CDOUBLE NORIZOWAL TRACK rVILDOOMRSSmuoSCERAr ONLY. STEEL TRAM LOW MFwOR00Y OPDON 1. p TW. 2-Tn•.12 G ONLY. Rm TRLCI NIKNLT. 66a (4) TRACK NOOEiS RT SSX NOWUNTAL ry mm mat r va WON H (PTO NR7 aaxEL BRACKET. WITH 17OLCAW. S<m WOOD SIOI fASInRLSTEDOOmAWETN LAOr m OALV fRm iWOL 2* 0THooas: Do' HNLIn Z 8' O ay ATE) PAN-2F153 Building Products / 97 MASOO N. DUKE 45040UEAWN"3JAC Company (513) 770-48W Oa=0 ST, OSAA CAr— Ow M IOAAN PAN—d. MWW 11. ram DoOe aim 133=1 Ir-O' HK L TRACK COIr1 LO= O H SMALL Im DRtm NAIDIW SPAOG PIOADC1 CONSULT FACTOR FOR NONE O[TAL Rm DESIGN LOADS: + 24.0 PSF t -24.5 PSF TEST LOADS: + 36.0 PSF k -37.0 PSF NDO.dD RATING NAZI. fmi W 4 16'0'W N 16'0'H FinasTTtIN CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 1 D'W +24/-24.5 PSF BmAvDG loam 101711 BC Florida Building Code Online Page 1 of 3 d. -g BCIS Home I top In User Registration ! Hot Topic I Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search lDrida r "'a Product Approval I• • USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Cl MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2).12dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).odfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2 . dfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5 . df Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-81G 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.pdf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) neDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1, C CAC MI Windows - 185 SH (Flange) Impact 3).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Pdf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10).odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.pdf Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQvADgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) 13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) 14).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60* 11).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02550A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH I I1x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple Fin) 3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple Fin) 4).DdfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple Flange) 3 . d FL17499 R1 C CAC MI Windows - 185 SH TriDle Flanoe) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 306x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4).DdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road- Tallahassee FL 32399 Phone, 850-487-1824 The State of Florida Is an AAIEEO 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact ISO 487.1395Pursuant to Section 455.275(1), Flonda 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 emalls 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: faiR ER M Credi; Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgtCUGcr- Qiz6BP... 9/7/2017 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDIN;, CODE INCLUDING IHE HVhZ. 2. NOOD FRAMING AND MASONR'; OPEIJING TO BE DESIGNED AND ANCHORED 10 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND IJASONPY OPENING IS THE RESPONSIBILIFY OF THE AJI,CHIIECI OR ENGINEER OF RECORD 3, IX BUCK OVER IAASONRI'/CONCRETE IS OPTIONAL. 4 :';HERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE AIJ;;Hi1RCD THROUGH IIIC FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCREIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5 WHERE WOOD BUCK IIIICKNESS IS 1-1/2" OR GREATER, DUCK SHALL BE SECURELY FASTENED 10 MASONRY. CCNCRE1C OR OT;IER STRUCTURAL SUBSTRATE. WINDOW UI4ITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6 WHERE IX DUCK IS 1401 USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATItdG OR MFMBRANE. SEL CTION OF COATING OR MEMBRANE IS THE P.ESrONSIBILIn' OF THE ARCHITECT OP ENGINCCR OF RECORD 7, BUCKS SHALT_ C TEND BEYOND 'WINDOW INTERIOR FACE_ SO THAT FULL FRAME SUPPORT IS PROVIDED- S. FOR FIFO INSTALLATION SHIT.1 AS NEEDED FOR FRAME INSTALLATION SHIM AS IREOUIRED AT EACH ANCHOR LOCATION .OTH LOAD TEARING .SHIIA. SHIM V/HERE SPACE OF 1/16" OR GRCATER OCCURS. MA-0MUM ALLOWABLE SHIM STACK TO BE 1 /4". 9. SHIVS SHALL BE LOCATED, APDI IED .AND MADE. FROM MATERIALS AND THICKNESS CAPABLE OF SUSIAINING .APPLICABLE LOADS. 10 WIND LO•'ID DU RATI.ON FACTOR Cd= 1.1+ WAS USED FOR WOOL' ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12 UNITS MUST BE GLAZED PER .ASTM E1300-04/09. SEE SHEET 14 FOR GLASS DETAILS 13 APPROVED II.IPACT PROTECTIVE SYSTEM IS NOT REOVIRCD FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14 FOR ANCHORING THROUGH FIN II110 WOOD FRAMING OR 2Y. BUCK USE 1#8 WooD :SCREWS WITH SU=FICIENT LE14GTH TO ACHIEVE A 1 114' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCAIC ANCHORS AS SHOWN IN ELLI4TJONS AND INSTALLATION OCIAILS. RI.VI:•K11r I I RLV I opscmrm w I WE I •>• pro"zD 1 A I REVISED ANCHOR, SPACIIJC & CHARTS 107/11/2016I R.L. 15 FOR ANCHORING THROUGH FRAJAE INTO WOOD FRAMING OR 2Y. BUCK USE N 10 WOOD SCREI4S WITH SUFFICIENT LE14CTH TO ACHIEVE A 1 1/ 4" MINIMUM EMBEDMENT INTO SUBSIP,AIE. LOCATE ANCHORS AS SHOWN 114 ELC':'AfIO1JS AND INSTALLAIIUN OCIAILS. 16 FOR ANCHORING THROUGH FRAME INTO MASONRY/COIJCRCTC USE 3/16" TAPI;ONS WITH SUFFICIC14T LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1;12" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS A1J0 INSTALLATION DETAILS. 17. FOR ANC110RING THROUGH FRAME INTO METAL STRUCTURE USE '410 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHORN IW ELEVA.IIONS AND INSTALLAIION DETAILS. I8 AJ.I_ FASTENErS TO BE CORROSION RESISTANT. 1y. INSIALLAIIOIJ ANCHORS SHALL BE INSTALLED IN ACCORDAJCF WITH MIGHOR MANUFACTURER'S RJ$IALIJJION INSIRUC [IONS AND ANCHORS SHALL NOT BF USED lid SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD' MINIMUM SDCCIFTC GRAvlre OF G=0.42 13 CONCRETE' MINIMUM COMPPESSNE STRFNGIH OF 2,000 PSI. MAS014RY: HOLLOW/FILLED f LOCK PER ASIM C90 WITH I"m=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA. (.04F,") Fl=,-i-,'<s FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI .048" THICK T.TINIb',UM TABLE OF CONTENTS I SHEENNO. DESCRI TIiN I , I NOTES 4 I CLEV;AF ONS 133 INSTALLATION DETAILS 14 ICOMPONFNTS SIGNED: 07/12/2016 T DOORS M650IWEST MARKET STREET GRATZ, PA 17030-0370 GENS J+'- p 2# SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT iF NOTES o , AT OF ; r 0R 1QP''6\\\ D9AV. T1 A7. T. REV Nu 08 c0251 60F A S1o111A111?\\`\ NITSI12/09/14 1 4 RErI_ 0111, 52" MAX FRAME WIDTH 52" MAX FRAME WIDTH REV OF;.CP.i T10H MlE AnncpVED 2" MAX — 16" 2" tdAX 2" MAX 16' MAY. O.0 MAX O.0 2" MAX A REVISED, ANCHOR SPACING k CHARTS 07; 1 I,•2015 R.I. I ram= r CHART #I UNITS INSTALLED WITHOUT FILLERS 16" I IF" MAX MAX 181mbor of anchor locations roqulred D.C. O.C. Frame Framo Width In O - — O Wight (in) Neod Jamb Head Jamb HeadO Jamb Head Jamb H tl Jamb Mead Jamb He d J.mb r/ /J 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 se / 84" 30.00 2 3 3 3 3 3 3 3 1 3 4 3 4 3 MAX — --__—_— 1.1 k: 35.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 FRAME FRAME 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 IIFiGHT I j HEIGHT / 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 SI00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 W.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 65.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 IfLJI'] 72.00 2 6 3 8 3 6 3 6 1 8 4 6 4 8 7400 2 6 3 6 3 8 3 6 4 E 4 6 5 6 8400 2 6 3 6 3 6 3 16 4 1 6 4 7 1 5 1 7 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE A FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART d 1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART of I FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE SIGNED: 0711212016 MI WINDOWS AND DOORS 0111111111// 1. klfr r 650 WESF MARKET SFREEI `\\\S R Lo/ I. F.{4,.IMUA{ 5451{ SIZE: SI" s'•3' GRATZ. PA 17030-0370 `v ••\GEN,p• 2 MAXIMUM SASH D.I_.0.- 47 /8" X 32 1/2". F 3 I.!YIMUM FL•,ED O L.O.: 49 1 /4" X 4 5". SERIES 185 ALUMINUM SINGLE HUNG WINDOW z: - ST 5 • 52"X84" NON - IMPACT }(> FLANGE k FINLESS ELEVATIONS a , AT OF HARDWARE SCHEDULEN.G uAat•1v ar:. N0. AEV i'tFS;'c(pR10P G\` A. SWEEP FROM EACH END INTERIOR MEETING RAIL '•C4 NTS VAT 12/D9/ 14 08-025260E 14 A 2" L MAX FRAMI: HEI HT D.0 LF 52` MAY. FRAME VJIDTH -- MAY - 16" MAX r J r 1 r. 6'. 4AX 1 A I 52" vAx FRAME WIDTH — 2" MAX 2' MAX - 16" MAX -- I 2" MirX O.C. I t 16" MAX O.C. 84" M.AX F. - HEIGHT j Q T 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE 6 FINLESS INSTALLATION FLANGE 6 FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.OPSF NONE. I*TES: I I'VIXIMU114 SASH SIZE' 51" X 35 2. MA+IMUM SASH D.L 0 - 47 S/8" X 32 1/2" 3. M4.%IMUM FL;EU D.L.Q.. 49 1 /4" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS Ff l_101r5 OE :CROMW ' 01E I M—Pa ED REIASED A14CHOR SPAC1146 k CHARTS 07/11j2015 R.L. CHART #2 UNITS INSTALLED WITH FILLERS Number otanchor locations required Frame Frama Width [In) Height (In) 16.00 Head Jamb 21.00 Head Jamb 70.00 Hand IJsmb 3600 Head Jamb 42.00 Haad Jamb 40.00 Head IJpmb 5200 Haad Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 1 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 4111 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 6 60.00 2 5 3 5 3 5 3 5 1 4 5 4 5 4 5 66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 6 3 B 3 6 3 6 4 6 4 6 4 6 76.00 2 5 3 6 3 6 3 6 1 0 1 6 4 0 84.00 2 6 3 6 3 6 3 6 1 6 4 6 4 6 MI WINDOWS AND DOORS 650 `.VEST MARKET SFREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE b. FINLESS ELEVATIONS DRUM I7ih; NO N.G. 08-02546 Stec NTS I "A"-D"12/09/14 1511EIT3 OF 14 SIGNED: 0711212016 S F. II LI q% OEivy •i1' A' SIAFE OF tvORM 52" MAX FRAME WIDTH 2" MAX - -- --T 1 Y. 41AX O.C. I I I i, ff 10" MAX OO.0 MAX FRA4fE HEIGfiT J I I 7 2" MAX I FI HI 52" t.ij\x rRAME WIDTH — 2" MAX- MAX O.C. 1 10" MAX I OD.C. i I d r14" AME IGHT d i X I I 2' MAX I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART R3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: I IWXIMLIM SASH SIZE: 51" X 36". 2. IA,%.XIMUM SASH D L.0 • 47 5/8" X 32 1/2" 3. W-XIMUM FIXED D_L.O.. 49 1/4" .c 45". HARDWARE SCHEDULE METAL SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL BLOCK ANDTACKLE BALANCE ATIAMBS RLIgS 0U4RlM-0N I WE I a'. ,IDIED REVISED AFIp+OR SPACING k CHARTS ()7/1 1 /20 1 rl P.L. CHART #3 Wrn bar of anchor locations raqulrad Rams Hilght(in) Frama Width (In) 1600 HAS Jamb 24.00 HAS Jamb 30.00 HAS Jamb 35 HAS Jamb 1 42.00 NAS Jamb 4A00 HAS Jamb 1 52.00 HAS Jamb 2a.00 3 3 3 3 4 3 5 3 5 3 6 3 5 3 30.00 3 4 3 a a 5 4 5 4 6 a 5 a 36.00 3 5 3 5 a 5 5 5 5 5 6 5 6 5 4z00 3 5 3 5 a 5 5 5 5 5 6 5 6 5 45.00 3 6 3 5 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 0 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 60.00 3 5 3 5 4 5 5 5 5 6 6 5 6 6 72.00 3 11 7 5 a 5 5 5 5 6 6 6 0 5 7A.00 7 9 3 9 B 5 9 5 9 6 9 B 9 84.00 3 9 3 1 D 1 a B 5 9 5 B 6 9 6 9 SIGNED: 0711212016 MWINDOWS DOWJDDOORS IIL/OW//'. 6soMARKETSVt.. GRA17, PA 17030-0370 ter •GENS z *• 0 Tpo; F SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" NON-IMPACT FIN FINELEVATION ORIDP• Uq-'NN, UN•i N0. RF.V N. 08 02546 A SS QNA'If 6\\\ c to E NTS12/09/14 4 OF 14 00D FRAMING OR 2Y RUCK UY OTHERS HACKER ROD " { l; APPROVED SEALANT EXTERIOR USERER ROD Fc APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY 01101CRS 1/2" 1.4111 EDGE DISTANCE 1 1.,4" LAIN. EAIBEf:tfEtJT4 I 1 /4" MAX SHIM SPACE 10 WOOD SCREW INTERIOR ILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" IAAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, t INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS APPRO`: CD SEALANT EXTERIOR BACY.E^ ROD APPROVED \ SEALANT METALSTRUCTURE 13Y OTHERS 3/4" MIN EDGE DISTANCE 1, 4" MAX I SHIM SPACE 10 SMS OR SEL- DRILLING SCREW aEvlswr, ' RN DFSCr?PWN M1E ''+GtiLD A RE'ASCD ANCHOR SPACING A CHARTS 07/11/2016 P.L. 1 1 / 4" MIN. 1 /4' MAX. EMBEDMENT ST+.IM SPACE i INTERIOR MIN EDGE \ DISTANCE \ I 10 WOOD J SCREW n' WOOD FRAMING OR 2X UUCK EXTERIOR BY OTHERS BACKER ROD III I IIek APPROVED SEALANT I I JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Z _ _ 1 /4' MAX. INTERIOR SHIM SPACE JJI,,LJI I 110 SMS OR SELF DRILLING \ INTERIOR SCREWS r VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 314.. ; SILL TO P.E SET IN BED Of- MIN. rl Q APPROVED DIST'1J STRUCTURAL EXTERIOR SEALANT METAL STRUCTURE t BArKCR ROD 1/4" MAX. BY OTHER_ & APPROVED SHIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 peso IWDOWEST IILI0. MARKNDET SDOORS SCR GRATZ• PA 17030-0370 GENS•9015., SERIES 185 ALUMINUM SINGLE HUNG WINDOW o 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS per•• AT OF` DRIWN. UM; h0. RLV C• LOR?'" 7SSj NAj1EaG\` OB—O Afill0F scartJTS °"`r 12/09/14 D2556 14 2 Ij 2• MIN. EDGE DISTANCE CONCRETE/L.ASONIi' -- — --- ` Bf OTHERS `• _ a a OPTIONAL 1X BUC.. ` G a 1 1/4" MIN. SEE NOTES 3 - 7 EMBEDMENT SHEET 1 '., 0 ' 1 /4" MAX. BACKER ROD SHIM SPACE ft APPROVED rm,SEALAI\ hII' 3/ 16- TAPCON jj EXTERIOR INTERIOR BACKER, POD G AMPROVED \ SEALANT OPTIONAL IX BUCK — SEE NOTE 3 — 7 SHEET 1 CONCRETE/ MASONRY r L1YOTHERS1 ' SILT_ TO BE SET IN / A @ED O° APPROVED STRUCTURAL SEALANT I/ 4" MAX SHIM SPACE e 4'. VERTICAL CROSS SECTION CONCRET& MASONRY INSTALLATION Rt: V15u rG RCv orscnt PCR fYf( aap;ap i A I REVISED ANCHOR SPACIIJG k CHARTS 07/11/2016 R L. 1 BEU MIN _ J - EM3EUAtEiJT 1 Ile" MAX CONCRETE/ MASONRY — Srtlbl $PACE BY OTHERS I e 3/ 16" TAPCON — {II • .° ' 1 INTERIOR 1 2 I12., MIN. EDGE ° DISTANCE t\ EXTERIOR BACKER R00 APPROVED OPTIONAL 1:< BUCK — SEALANT SEE NOTES 3 — 7 SHEET I JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MWINDOWS 650 WEST MARKET STREET GRAIZ, PA 17030-0370 r••GENS.,p SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 *= 52"X84" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS OTAjE p` OR1aP ORcgN; U%'i ;o. RLv sS/• N. G. 08-02546 A l G u41 TITS I °A'c 12/09/14 5"I'-"16 OF 14 1 / 2" MIN I EDGE DISTANCE vCOD FRAMING-- OR 2X BUCK I DY OTHERS 1 1/4" MIN EAIBEDMEtiT BACKER ROD — 1 JR' A PF.LiVEI? 4" MAX SEALANT SHIM SPACE RIG!p FILLER J III III M 10 WOOD 50REVY REMSIOIr ' RLV DISCII-11 ; PATE IMP—D 3/4' fr111J h P.LVISED A14CHOR SPACIIJG & CHARTS RL EDGE. OIS IANCE METAL 1 1/4" MIN. _ 1/4' MAX STRUE:PJRE EMBEDMENT SHIM SPACE BY 01HERS —T 114' MV tl —F Slilll SPACE I1 APPROVED SEALANT I \ RIGID rlu_ER — # 10 SMS OR SELF DRILLING SCREW III INTERIOR INTERIOR EXTERIOR EXTERIOR III III. Illll III C SILL TO RE SET IN A BCD OF l APPROVED STRUCTURAL CLACKER ROD SEALANI AP^ROVED aU1 SEALANT 1/4" MAX BACKER ROD SHIM SPACE L: APPROVED SEAI_ANT WOOD FRAMING OR 2x BUCK BY OIHCRS N META I, STRUCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2f 12 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IIJ A DELI OF APPROVED TPUCTURAL SEALAW 1/4" MAK. SHIM SPACE t; 7_ INTERIOR MItJ '` EDGE DISTANCE 10 WOOD SCREW J . WOOD FRAMING OR 2x BU!:K / EXTERIOR BY OTHERS J - BACKER ROD RIGID Fc AFFRO'JEG FILLE14 SEALAN( JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL _ 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS 410 SIBS OR. - INTERIOR SELF DRILLING SCREWS 3/4" MIN. EDCE DISTANCE_ a EXTERIOR RIGID L BACKER ROD FILLER A A.P ROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 1111111j// 650 WEST MARKET STREET 0111 S :R • L01J//// 9J,/s GRA1Z, PA 17030-0370 ti\J•\GEMS z>Mr' y lV;OF SERIES 185 ALUMINUM SINGLE HUNG W114DOW 52"X84" NON - IMPACT 7J"!k' FLANGE 114STALLATIONDETAILSWITI4FILLERS1_ 0 • Sev F•;°[OR10;• i ss1o111110? G\`\ DRAB. v: T I: e Rev G. OB `02576OF A 14TS D"'r 12/ 09/14 14 2 1 /2" MIN. EDGE DISTANCE CONCRETE/MASONRY — BY OTHERS n a OPI10NAL IX BUCK — a e 1 Jje" R11 P1. SEC NOTES 3 — 7 E1!BEL7_MENT 1/4" CAA).. _ UALKCR NOD SHIM SPACE Ar APPROVED SEALANT RIGID FILLER 3/16" TAPCON EXTERIOR [If INTERIOR I% r ;& I - SILL TO BE SET BACKER FOO d ADPROVED SEALANT • IN A BED 0 t APPROVED STRUCTURAL SEALANT IT SEC OPTIONAL IX BUCK SEC NOTE 3 — 7 SHEET I Jl_ i/4" MAX. r r SHIM SPACE y7 ' CONCRETE/MASONRY BY OTHERS e VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION Ri751p F ocumrmoN I WE I APPPVIID REVISED ANCIIOR Sf:AC1140 k CHARTS 07/11/20 161 P L._ 1 1, 4" LAIN. _ _ I EMBEDMENT CONCRETE/MASONRY Y orNEres CFIION.AL 11 RUCK FSEE NOTES 3 — SHCE7 I J/ 11 TAPCON i • +° / 1 14" MAX. II SIIIM SPACE 1 INTERIOR 2 I/2" GIN EDGE DISTANCE EXTERIOR I BACKER ROD RIGID & APPROVED I"ILLCR SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 0711212016 M650 ly+DOWMA R II.Lr0KNDSDOORSZ S 9pGRAT, PA 17030-0370 r •'\rENV* JI 10 5 *= SERIES 185 ALUMINUM 'SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE INSTALLATION DETAILS WITH FILLER y({7y` yy'' AT i'nFS 'c(0 R10p; •G OR.WN. tr;s. no pl.v 08 <02586OF A S/Oill110 \\\` rA'r- IJTS o"'r 12/09/14 14 I rz" kilN EDGE DISTANCE WOOD FRAMING OR 2r BUCK UY OTHERS HACKER ROD —` Y yr T, 4' MAXG• APPPOVFO ul \.;IIIM SPACESE•%LANT 1111 10 WOOL' SCREW I INTERIOR EXTERIOR UACKER ROD AP^ROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS METAL STRIJ,;TIJRE BY OTHERS APPROVED SEALANT EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRLIr T IJR,AL SEALANT BACKER ROC 1/4" MAX. & APPROVEC SHIM SPACE SEALANT r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 METAL STRUCTURE BY OTHERS IIII 3!4" MIN LDGE DISTANCE 1/4" MAX. TJ r SKIM SPACE i5 OR SELF C,RILLRIG SCREW Al mil r 5 f l INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET N A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. 5111M SPACE REVI:JVN$ RLV 0ESCRIP7IDN I CITE AIPPOVCn A REVISED ANCHOR SPACING R CHARTS 07/11/2015 RL 1 1/4" MIN. 1/4- MA:4. EMEIEDIAENT S1@,4 SPACE INTERIOR 1/2p %, MIN EDGE DISTANCE r-F— 10 ;HOOD CREW 1] EXTERIOR 1Y000 FRAMING OR 2X BUCK BACKER RODBYOTHERS k APPROVED EAI1N1 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/A" MAX. SHIM SPACE y 10 sms OR , INTERIOR SELF DRILLING SCREWS T-Tluui 3/4' m;H. EDGE DISTANCE EXTERIOR t 1 BACKER ROD STRUCTURE ,L, APPROVED LTY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 ND DOORSMssowWINDOWSESTIVt..Lo MARKET GRATZ, PA 17030-0370 J\ 9 i r• GEIV,p.• p SERIES 185 ALUMINUM SINGLE HUNG WINDOW Oy6125 52' X84" NON -IMPACT = ppq FINLESS INSTALLATION DETAILS WITHOUT FILLERS O; STATE OF r,,` DRAwN. RIv lC :°[pRIQP• 10NlAI110 G\\\ OB5025960E A 1- NTS DATE 12/09/14 14 2 1 /2" MIN. acrosmr,. ' rEDGE. DISTANCE RD orscmnnow nA1r I a mr, CONCRETE /f:ASONR'; 1 ^' 1' A REVISED A14CHDR SPACING k i,HAFTS 07/11/2016 R.L BY OTHERS c 1 1/4" MIN. 01%11CdJAL 1'd EUi:K — r a SEE IJuIES 3 - 7 EMBEDMENT SHEET 1 _' 1 . EMBBEDED MIN MENT CONCR E; MASONRr — 1 /4" 1AAX. Br OTHSEE NERS \ rAL1XRUCKBACKER ROD — SHET 1 SHIM SPACE — \ l II 1 SEE NOTES 3 — 7 AF APPROVED f • e / SEALANT I . 3/ 1 G" TAPCON 3/ 1 G" TAPCON — ' _ I a' MAX. SHIM SPACE INTERIOR EXTERIOR INTERIORMIN 2112" EDGE a li rl DISTANCE • . ` EXTERIOR BACKER ROD APPROVED SEALANT r-- — SILL TO BE SET JAMB INSTALLATION DETAIL IN A BED OF CONCRETE/MASONRYINSTALLATION BACKER ROD — APPROVED APPROVED \ STRUCTURAL SEALANT \ SEALANT OPTIONAL IX BUCK \ _ L/4" MAY NOTES: SEE NOTE 3 — 7 —\ \ J ' I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHEET I \ -. SHIM SPACE NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE J DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCPETE/ IAASONR; BY OTHERS " " SIGNED: 07/12/2016 MI STREET INDOWS AND DOORS650 WESTMARKETe " GRATZ, PA 17030-0370 r •GENSF..p SERIES 185 ALUMINUM SINGLE HUNG WINDOW "fr• 0y5 k= AL ATIO NON —IMPACT _ a AT OF VERTICAL CROSS SECTION FINLESS INSTALLATION DETAILS WITHOUT FILLER O,^ AT OF CONCRETE/MASONRY INSTALLATION IlR<wr+ rra; ue Rry i'n 'i Q Rl r • ' N.G. 08-0254E A sS/"NAL A'- NTS oA:[ 12/09/14 5N°r10 OF 14 //01/111 '1110\\ i / 2' MIN EDGE DISTANCE WOOD FRAMING OR 2i; BUCK UY OTHERS BACKER ROD APPROVED MAX. SEALANT ZN\_IiIM SPACE R"31D J 11 A` # 10 WOOD SCREW FILLER, I INTERIOR b EXTERIOR HACKER 1,01) V APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY 0IHEI:S MLIAI STRU,,TURl BY OD,ER' APPROVCI SEALAN' RIGID ILLEIJ EXTERIOR I r SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1;14.. NAX. BACKER P.O( SHIM SPACE APPROVE[ SE:A LAN I rI METAL STRUCTURE BY OTHER`= VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 F- -I- 3/4' 'AIN EDGE DISTANCE 1 /4" MAX. SHIM SPACE" 15 OP, SELF DRILLING S'CRCW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO FE SET IN A BCD OF APPROVED TRIICTURAL SEALANT 1/4" MAX SHIM SPACE REV1=Kn15 ' IaLvcrscmmwl: rsTf: •+ rnm n I REVIS[I) NJCHOR SPACING k CHARTS 1 0-1/11/7016 PL. 1 I/4'* MIN 1 /4" MAX. EMBCDMCNT SHIM SPA.CC 11 1 /2" INTERIOR MIN EUGE DISTANCE ti t U WOOD \+ I J'IrJI SCREWJ1j 11'd L WOODFRAHINC' EXTERIOR OR 7_X BUCKjr— BY OTHERS BACKER ROD RIGID JJJ/ APPRrVED FILLER. LALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL — STRUCIURE 1/4" MAX. SY OT-fERS SHIM SPACE 2 y' 10 SMS OR - INTERIOR SELF DRILLING \ — SCREWS 3/4 I r7lA11N. EDGE DIsw.,CE , EXTERIOR 1 / RIGID J BACKER ROD FILLER ,, APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MssDWINDOWSwDOORS EST RKND STREET\\`\\\5111vt to 1, 9'p GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y 5 * = 5NON IMPACT FINLESS INSTALLATION ON DETAILSWITH FILLERS p Ctf 0 s AT OF OR WN: G:A; 1.0. ofV i0 . <L ii,.c+ S R[pRO •G Z•\ 08y 54G A Aj1E uuc acNTS12/09/14 11 OF 14 2 I/2" MIN. FD GE DISTANCE CONCREfUMASONIJY pY OTHERS a 1 1/4" MIN OPTIONAL 1)( BUCK ° EMBEDMENI SEE NOTES 3 - 7 SHEET 1 ii BACKER I+DD1/4 SHIM SPACE h APPROVED / J! S E ALAPJ t J RIGID FILLER r LIMPEXTERIORlidINTERIOR 3/16" TAPCON r SILL TO BE SET BACKER ROD IN PROVEDA FED OF I 3 APAPROVED STRUCTURALSEALANT\ SEALANT 7l / OPTIONAL IX BUCK \ -ram i /4'• MAX. SEE NOTE 3 - 7 F F SHIM SPACE SHEET I T CONCRETE/ MASONRY —\ UY OTHERS . ° e VERTICAL CROSS SECTION CONCRE TEIMA SONR Y INSTALLATION REVISlrpr DFSCRRTON WE •nPRD.2n REVISED ANCHOR SPACING k CHARTS 07/11/2.0 161 PL. 1 1/4" MIN. EMBEDMENi CONCRETE/ MASONRY UY OTHERS / Gf=110N.AL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/ 16' TAPCON / 1 ;" MAY.. 1 SHIM SPACE INTERIOR a uu 11 1 2 1/2" t MIN. c EDGE DISTANCE • / \ EXTERIOR BACKER ROD RIGID & APPROVED FILLED. SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 M650 IWDOwMARKND DOORS R II I0 STREEr J GRATZ, PA 17030-0370 GENsd + 0 5 #= SERIES185ALUMINUMSINGLEHUNGWINDOW*• 52" X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER p Al OF ` Druw+. tr; No. REV N. G. 08-02546 A l/ M111110 rNTS °A'E 12/09/14 1 "'E"12 OF 14 k8 :IOOD SCREW 7/,If"- MIN EDGE DISTANCE WOOD FRAMING BY OTHERS 1/•1" MAX. SHIM SPACE WEY15:,iF DFSLPoFRION C iE annnD TO REVISED ANCHOR SPACING k CHARTS 07/ 11/7016 R.L. WOOD rR.4MI 10 4.. MAX SHIM SPACEh/ OTlIERS INTERIOR MIN. lu1' EMBEDMENTEXTERIORL — I 1 Y 4 INTERIOR 8 WOOD —— SCRE1"• MIN II EDGE DDISTANCEIIIEXTERIOR 7,, 16" MIN EDGE DISTANCE p : soon, SCREW VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 /' MAX NOTES: SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 o0D FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRAIZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON —IMPACT FIN INSTALLATION DETAILS O4< wry D':h; I.O. N. G. 08-02546 s`= yc NTS D"PE 12/09/14 s1¢Ir13 OF 14 SIGNED: 0711212016 Ll0, ff ll C, E IV S; qJ+ 0 Xa_cr" AT I= 0 Rtv i.••(OR1aP•••• A i/SS ONAj1 G` REVISP15 • 2 3/ 16" 1 7/6" - 1 3/51-- 1 RLV I DESCrMMN PATE I. ppo.•ED 2 3/16' - k REVISED NJUIGR SPACING h CHARTS 07/11/7016 R.L 1 13/16" p 2 3/IG" L 1 2 3/1G tttt 1` FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM-18501 CM-18503 CM-18553 CM-16513 5/8" ALUMINUM 6063-T5.050• THICK ALUMINUM 6063•T5.050' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050• THICK 2 5/ 16" -- 2 5/ 16" - 2 5/ 1 G" -i 1 /8' ANIJ. - - 1 /8" AN 1 I / METAL REINFORCED B11TIL SPACER EXTERIOR I I INTERIOR 3 3/8" 2 13/1 " 3 3/T" 5/8"— SIUCWJE AL r III SEALANT IIIIII ` l SETTING BLOCK - FLANGE FRAME SILL FINLESS FRAME SILL 1 ! GLAZING DETAIL A CM-18502 CM•1855. FIN FRAME SILL FIN FRAME HEAD ALUMINUM 6063•T5.055'THICK ALUMINUM 6063- T5.055' THICK cM-18509 CM-18508 - 3/16" A14N ALUMINUM6063-T5 055•THICK ALUMINUM6063-T5.050'THICK I 1 7/16" 2 S/8" 5/8.•I/5. EXTERIOR INTERIORIIr 2 5/ 1 G" 112 S/ 1 G" 5/8' r31TE I SE SILICONE ALANT s 2" _ E LVIJ TTIVG LOCK RAIUSTILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB BLOC GLAZING DETAIL B CM• 18505 CM-18555 CM-18504 CM- 18510 ALUMINUM 6063-T5.062' THICK ALUMINUM 6063-T5.050• THICK ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5.050' THICK I 1 3/8" r T 15/16" 15/ 16" 5/ 8" SASH STILE GLAZING BEAD CM-T5. 18507 GLAZING BEAD ALUMINUM 6063-T5.050' THICK V- 663 V-185 RIGID PVC .060' THICK RIGID PVC .050' THICK MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT COMPONENTS DOWN N. G. 1 08-02546 5mr NTS IDAPS 12/09/14 1 SIUT 14 OF 14 SIGNED: 0711212016 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97429,01-109-47 Fin and 97435.01-109-47 Flange DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions FL15351 R4 11 188 HS FIN 73x62 DP55 As Tested 97429.01.odf FLIS351 R4 11 188HS Flange Non -Impact Fastener Schedule 08-010236.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.odf Created by Independent Third Party: Yes 15351.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flanoe.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FL15351 R4 II 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.pdf FL15351 R4 11 Installation Instructions - 188 HS (XOX) As Tested 99775.01.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.Ddf Created by Independent Third Party: Yes 15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed outer lite, air space, 1/4" FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 3.Ddfannealedlaminatedglasscomprisedof2sheetsof3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers Dow 995 silicone with a 5/8" glass bite. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15351.4 HS 188 Fin Frame 73x62 Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +50/-50 02/16/2019 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 2 sheets of 3/32" annealed with 0.090" PVB by FL15351 R4 II Installation Instructions - 188 HS Imoact FIN 73x62 Product 4.1)dfSolutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.5 1 HS 188 Flange Frame 173x62 Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3. Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http: //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQNA,tDgtH8 5 72gvd Wlau... 9/7/2017 Florida Building Code Online Page 1 of 3 i ;1iEt>c„ i i. •, l 0 t i FCAii iiiiidLlfi:Id3iYEiidIFAiSi"r'ir+i:i E l BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats A Facts Pubiitations FBC Staff SCIS Site Map Links ! Search Fonda po, Product ApprovalcaaDrpIUSER: Public User u Product Approval Menu > Produtt or gppliration Search > Application List > Application Detail FL # FL15349-118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE R Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.Ddf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15350.0f Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 11 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia SaFlex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513762.Ddf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 5122785.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 11 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia SaFlex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 512277B.Ddf Created by Independent Third Party: Yes 115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: FW-LC55, Missile Level D, Wind Zone 3. Glass Certification Agency Certificate FL15349 R8 C CAC APC 12136.odf Quality Assurance Contract Expiration Date 10/28/2017 Installation Instructions FL15349 R8 II 08-02947.Ddf http://w-,N,w.florldabuilding.org/pr/pi_app_dtl . aspx ?param=wGE VX Q wtDgtH 8 5 72 qvd VNfl an... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.odf Created by Independent Third Party: Yes Back Next Contact Us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda is an WEED employer. Coovriaht 2007-2013 State of Florida. Privacy Statement :: Accesslblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls 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 Adepts: 0 97_5 HE Credii Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4.' WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE A6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRFMN DATE I APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. IS. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048' FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TABLE OF CONTENTS DRAW J.L. 708-02357SHEETN0. DESCRIPTION 1 NOTES SCALE NTS — 09/03/14 — 1 OF 12 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS L. ROBERTO LOADS PE 1432 WOODFORD RD LEWISVILLE. NC 27023 34-666-0609 nkmasCEVA aspe— 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 R I IL o x) 5. t; IyI10,.6F611 iSTTATT OF ; \ A ., B ONA j1 a\\ Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH - 6" MAX - -- 16' MAX O.C. -I I-- 6" MAX L 18" / MAX O.C. 71 1/2" MAX FRAME HEIGHT 00 REFER TO CHARTS - SERIES 185 ALUMINUM FIXED WINDOW 1 do #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX- 18" MAX Q.C. I 6" MAX L. 71 1/2- 18" MAX MAX O.C. FRAME HEIGHT 0 / REFER TO CHARTS J SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3(1' X 68 3r1' REWSIM6 REV DESCRVWN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L B REVISED NAME AND ADDRESS 10/27/16 R.L CHART#I Number of anchors required (without rigid fillers) Frame Frame width (In) FYlght 24.00 1 3000 36.00 42.00 18.00 1 54.00 60.00 6600 72.50 II-) H&Spa.bj HAS amb HAS amb HAS Jamb HAS Pambi HAS Jamb HAS Pamb HAS Pamb HAS Pamb 24.00 2 2 2 2 3 2 3 2 1 2 2 1 2 1 1 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 30.00 2 3 2 3 3 3 3 3 3 3 1 3 1 3 5 3 5 3 12.00 2 3 2 3 3 3 3 3 3 3 1 J 5 3 5 3 6 3 18.00 2 3 2 3 3 3 3 3 3 1 3 5 3 6 3 5 3 5400 2 1 2 1 3 1 3 1 3 1 1 1 5 1 6 1 7 1 60.00 2 1 2 1 3 1 3 5 3 5 1 5 5 5 5 5 7 5 66.00 2 1 2 1 3 5 3 5 3 6 1 6 5 6 6 5 7 6 71.50 2 5 2 5 3 5 3 6 3 6 1 7 5 7 6 7 7 7 CHART#2 Number o/ anchors required (with Hg/d flIlera) Frame Frame width (in) Height 24.00 30.00 36.00 42.00 4800 54.00 60.00 6e.00 72.50 in) HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb 24.00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 2 3 2 J 3 7 3 7 7 7 3 1 J 42.00 2 3 2 3 3 3 3 3 3 3 1 3 1 3 1 3 48.00 2 3 2 3 J 3 3 3 3 1 3 1 3 1 J45 3 51.00 2 1 2 1 3 1 3 1 3 1 1 1 1 1 2 12 1J 7 1 1 1 1 1 1 2 12 1 3 1 3 1 3 1 1 4 1 1 1 2 5 2 5 5 J 5 3 5 1 5 1 5 1 5 SEE SHEETS 4.7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE do FINLESS ELEVATION do CHARTS DRAWN: DWC NO. J.L. 08-02357 srw E NTS - 09/03/14 -2 OF 12 L. ROBERTO LOMAS P.E. 1432 wUODFORD RD LEwISVILLE, NC 27023 434-6884609 r0omas@fdamaspe com SIGNED: 1111512016 5111R I I Lo 0 61*' 4,, TATEF ; Orv i0• a S/ ONA 1IN\ Luis R. Lomas P.E. FL No.: 62514 71 I Fl HI 6" MAX _ 72 1/2 MAX FRAME WIDTH — Ir-r 18"MAX Q.C. 18" j MAX O.C. 1/2" IAX GHTGIH j 6" MAX REFER TO CHART A3 ----- SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX O.C. —I 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART Q3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES 1. MAXIMUM D.L.O.: 69 3/4' X 68 3(4' REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L REVISED NAME AND ADDRESS 10/27/16 R.L CHART N3 Number of anchors required (fin Installation) Frame Frame width (in) Height 24.00 1 3000 36.00 42.00 48.00 5400 60.00 1 6600 72.50 in) HAS P8.151 HAS Pamb HAS Pamb HAS Pamb H65 Jamb HAS P&mb H65 Jamb HAS Jamb HAS Jamb 24.00 3 1 3 1 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 3000 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 7 3 3 3 3 4 3 4 3 1 3 5 3 5 3 6 3 4200 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 46.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 64.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 1 5 5 6 5 66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 71.50 3 6 3 6 3 6 1 4 1 5 4 5 4 1 6 5 1 6 1 5 6 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION & CHART 011AWt4: ING No. J.L. 08-02357 SCA" NTS " 09/03/14 S-3 OF 12 L ROBERTO LOMAS P.E. 1432 KMDFORD RD LEMSVILLE. NC 27023 434.6e6.OW9 m0mas@hl0maspe — SIGNED: 1111512016 1R ! I.. 4f G E N S .f 0,.s 61,,• r'A r of ; R' R B S . ORlO; •G \ Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION I 1 1/4" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE 1/2" MIN. EDGE DISTANCE INTERIOR k10 WOOD J SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS ' 3/4" MIN REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD APPROVED SEALANT f10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL NOTESSTRUCTURE BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 3/4" MIN 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTME2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. rSHIM SPACE MIN. 3/4 EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS YPF EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN- REVDWGN0. J.L. 08-02357 B SCALE NTS I DATE 09/03/14 1SHEET OF 12 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666-0609 fff m @klb spt m SIGNED: 1111512016 OM i i G E NO 9J+' llr• Ag(10,5 f TTAtT(E OF O . ZORID"' s/11NALIENG` Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 - 7 SHEET 1 CONCRETE/MASONJR BACKER ROD 1/4" MAX, BY OTHE1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUSEENOTES3 - SHEET3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPC INTERIORPL3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS a 1 1/4" MIN. APPROVED a a._ EMBEDMENT SEALANT JAMB INSTALLATION DETAIL a CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE(MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 L p E NSF 9J+ v •G NOTES* SERIES 185 ALUMINUM FIXED WINDOW 06 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOT FOR 73" X 72" NON —IMPACT SHOWN CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS A TAT OF W 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE O F DESIGNEDINACCORDANCEWITHASTME2112DRAWN: vWc No. REV jss pNA"E G` J. L. DB SDEE357 B LE DATE NTS09/03/14 5 OF 12 L ROBERTO LOMAS P.E. LUIS R. LOTTOS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 34-6EE-060m9 Rbn=@bbspec REVISIONS 1/2" MIN REV OEWRtPnON DATE APPROVED EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. WOOD FRAMING OR 2X BUCK BY OTHERS 1 1/4" MIN. EMBEDMENT METAL BSTRUCTURE Y OTHERS EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL. 1/ 4" MAX. r SHIM SPACE 1/ 4" MAX. BACKER ROD SHIM SPACE BACKER ROD APPROVED & APPROVED RIGID FILLER SEALANT I RIGDFILLER SEALANT GWOODSCREW # 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR EXTERIOR INTERIOR 10 SMS OR SELF DRILLING M10 WOODSCREWSCREWBACKERROD RIGID FILLER BACKER ROD APPROVED 1/ 4" MAX. & APPROVED RIGID FILLER SEALANT SHIM SPACE SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING 1 —1 METAL 1 1/ 4" MIN. NOTES, OR 2X BUCK STRUCTURE BY OTHERS EMBEDMENT BY OTHERS I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/2 MIN. EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/ 4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE V RIGID FILLER 1/2" MIN. EDGE DISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERSAPPROVEDSEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC 1R 11 09 oWw. MnDKJsEN,g GRATZ, PA17030G "J+ D„61261 SERIES 185ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT a FINLESS INSTALLATION DETAILS WITH RIGID FILLERS o , Tar OF coRlor. DRAWN: No. REV TWO J.L. 08-02357 B 77710 1111\ Luis R. Lomas P.E. FL NO.: 62514 scALE NTS JDATE 09/03/14 1 SHEET6 OF 12 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LEMSVILLE, NC 27023 434-666- 0609 '0o=S@Ub=Spe m REVISIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a - 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK e. n- EMBEDMENT SEE NOTES 3 — 7 SHEET i r CONCRETE/MASONRY BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" Wf: EXTERIOR OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE CONCRETE/MASONRY L BACKER ROD BY OTHERS APPROVED 1 1/4" MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL a CONCRETEIMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 1LILIIII/J/,, J\5 L 119 i G E NSANOTES. T1+ SERIES 185 ALUMINUM FIXED WINDOWI. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 73" X 72" NON —IMPACT FO2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 0' STAT;"'ZDESIGNEDINACCORDANCEWITHASTME2112O 10DRAWNDWGNO. REv yt'" c S R10' G\ \`\• 08 B S/O IIn1L1 ?\$ SCALE NTS 0A7E 09/03/14 sNE2ET77 OF 12 Luis R. Lomas P.E. L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-66e•O609 dbm25L6Tebmaspe Ovm FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN F EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIOR METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4- MIN 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. t SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 3/4' MIN. INTERIOR EDGE DISTANCE 7,1 10 WOOD #10 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING EXTERIOR METAL EXTERIORORzxeucK BY OTHERS A#. AlROD & STRUCTURE BACKER ROD & APPROVED SEALANT BY OTHERS APPROVED SEALANT BEHIND FLANGE BEHIND FLANGE JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. B REVISED NAME AND ADDRESS 10/27/16 R L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WIND oWw. MnDK DOORS, LLC 1a llto/,,,,,, J\5 E NSF GRATZ, PA 17030 v,•G z *• 0 6125 SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT k(t q FLANGE INSTALLATION DETAILS WITHOUT FILLERS A ; &TAT& OF ; = i/ OA"ii ;CC 0 RIB* •G\.\ DRAWN- DWD NO REV J. L. 08 02E357 B Luis R. Lomas P.E. LE DATE NTS09/03/14 8 OF 12 L. ROBERTO LOMAS P.E. 1/ 3214WOFORDRDLEN7SVILLE.NC27023 434- 688-0609 dbMS@Ht=;tSpe ro FL No.: 62514 REVISIONS ' REV OESCRIPMN DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OTHERS a 1 1/4" MIN e 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET 1 0 CONCRETE/MASONRY BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & A44 APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK1/4" MAX' 2 1/2" SEE NOTE 3 - 7SHIM SPACE MIN. SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 1 1/4" MIN. APPROVED SEALANT u A, EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE(MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WIND DOORS, LLCoWw. MNDKET ST.\\\\\51RIILO,,,/ E N qGRATZ, PA 17030 ter •C it• 0, 6 251 = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS 3 ; STATE 01' 0 cZ OR1OP •G`\\\ DRAWN DWC NO REV J.L. 08 B 7iVs,ONA 11?\\\\ Luis R. Lomas P.E. FL No.: 62514 502357DATESCA'ENTS 09/03/14 9 OF 12 L.ROBERTOLOMASP.E. 1432 LVOODFORD RD LENAS ILLE, NC 27023 434-68e-0609 dbmas@kbmsM« r 1/2" MIN. I EDGE DISTANCE WOOD FRAMING 1 1/4" MIN. METALOR2XBUCKEMBEDMENT BY OTHERS STRUCTURE BY OTHERS 1/4" MAX. BACKER ROD do SHIM SPACE APPROVED SEALANT BACKER ROD do BEHIND FLANGE RIGID FILLER APPROVED SEALANT 10 WOOD SCREW BEHIND FLANGE EXTERIOR INTERIOR EXTERIOR i I— _ 3/4:'MIN " INTERIOR 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR IF DRILLING REW REVISIONS REV DESCRIPTION DATE I PPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 10 SMS OR Jj10 WOOD SCREW SELF DRILLING SCREW RIGID FILLER BACKER ROD do BACKER ROD do—\ 4it RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX. SHIM SPACE NOTES: WOOD FRAMING 1 1/4' MIN. METAL 1 INTERIOR AND EXTERIOR FINISHES, HYOTHERS. OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN i I 1/2" MIN EDGE DISTANCE T EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. rEMBEDMENT SHIM SPACE 1/2" MIN r RIGID FILLER jEDGEDISTANC INTERIOR R10 wooD J SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS DRAWN" ONG NO. REV J.L. 08-02357 B SCALE NTS IDATE 09/03/14 1SHEET 10 OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RO LEWISVILLE, NC 27023 434b6O-0609 Abnms@&bmnpe tom SIGNED: 1111512016 I IL 0, GENBFgiP TTA(T'E OF • W O. ONA 11 aG` Luis R. Lomas P.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS ° 1 1/4" MIN. OPTIONAL 1X BUCK ° 1 1/4" MIN. EMBEDMENT EMBEDMENT SEE NOTES 3 - 7 ' SHEET 1 CONCRETE/MASONRY v BACKER ROD & 1/4" MAX. . BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON e EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE RIGID FILLER OPTIONAL 1X BUCK 1/4 MAX 2 1/2" MIN a Al.ER SEE NOTE 3 - 7 SHIM SPACE EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY ROD k BY OTHERS i 1/4" MIN. APPROVED SEALANT n a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEMASONRYINSTALLATION 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC Noyes: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, oWw. MNDKET J\5!lio,% ENS.gij+ NOTSHOWNFOR CLARITY. GRATZ, PA 17030 ter,\G 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE DESIGNED DESIGNED IN ACCORDANCEWITHASTME2112 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72 NON —IMPACT OyG ZS ••* FLANGE INSTALLATION DETAILS WITH RIGID FILLERS STATE OF 5 DIUwN' OWc No. REV OB -02357 B ass/11N11110scALENTSWTE09/03/14 15N11 OF 12 L. ROBERTO LOMAS RE II32 WOODFORD RD LEWISVILLE. NC 27023 LUIS R. LOTOS P.E. 4.u-W-0609 rax.a @bIwuspe.mm FL NO.: 62514 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED B REVISED NAME AND ADDRESS 10/27/16 RL. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT M6 WOOD WOOD SCREW FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX 3/8" MIN F WOOD FRAMING 'IBYOTHERS SHIM SPACE EDGE DISTANCE 6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1/4- MIN. EMBEDMENT T NOTES 1 /4" MAX I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE APPROVED NOT SHOWN FOR CLARITY. SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 1lllp 3/8" MIN 3/B" MIN EDGE DISTANCE EDGE DISTANCE JAMB INSTALLATION DETAIL N6 WOODWOOD SCREW I FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED IF'-- 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: Dwc No J.L. 08-02357 suLE NTS DATE 09/03/14 S-L' 12 OF 12 L ROBER f0 LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-Sae-0609 dbmas@wmasae.cnm SIGNED: 1111512016 LI0 GENS d'% D 6 : TATE OF •r 0 RID IIII1 Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 BCIS Home I Log In I User Registration j Hot Topic I Submit Surcharge I Stats 6 Facts Publications I FBC Staff I BCIS Site Map I Links Search Product Approvaldbprwima-USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer C Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE U Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.odf 1710.5.3 Method 2 Option B http://,A-Arw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI S... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 FL # Model, Number or Name 15353.1 5764 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 52-1/8". 15353.2 5764 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 83" Description Horizontal Aluminum Mullion Installation Instructions FL15353 R2 II 08-01448A.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 512072A.odf Created by Independent Third Party: Yes Vertical Aluminum Mullion Installation Instructions FL15353 R2 II 08-01439A.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 512063A.Ddf Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01449A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.odf span: 104-1/4" Created by independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01442A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A odf length - 83". Created by Independent Third Party: Yes 15353.E CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01451A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third .Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353, R2 11 08-01452A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.0df span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Vertical Aluminum Mullion Installation Instructions FL15353 R2 II 08-01443A.Ddf Verified By: Luis R Lomas, PE PE-62514 4ttp:Hvvvvw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH85 72gvd WIS... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A,Ddf span - 83" 1 Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FU5353 R2 II 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.odF span: 104-1/4". Created by Independent Third Party: Yes Badt Next Contact Us :. 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. Pnvacv 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 mall. If you have any questions, please contact E50.487.1395. `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 emalls provided may be used for officlal 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: M ® F*_q E M Credu Card Safe http://vA-A>A,.floridabuildinc,.org/pr/pi_app_dtl.aspx?param=wGEVXQ A tDgtH8572gvdWIS... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH TW 1 + W2 2 REYMNS REV I DESCRTPDON DATE APPROVED IAREVISEDINSTALLATIONDETAILS06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE # 10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS ' SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN DWG NO. V. L. 08 —01439 SME NTS w'e 01 / 1 1 / 12 1 SNEET 1 OF 3 SIGNED: 0611112015 y Tir q6 4: A ; 5TTAAATTE OF O. <4 REV ';';p-.0RID'. A /jS/ONAiIS\ 107 3/8" COMBINED WIDTH W1-I W2- BY 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) J J FR HE MU SF ia" 107 3/8" COMBINED WIDTH WI-I[-w2- 8/ J/ FRAME 1WINDOW HEIGHT WINDOW MULLION SPAN) 1 COMBINED WIDTH17W WINDOWAf IGHT WINDO 1 WINDO LN N) AW1 IF-- W2 - 107 3/8" ED WIDTH Desi n Dressure rating fpsI Mullion span ( In) Tributary width ( In) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72 1 720 62.00 71.0 522 397 359 334 32.3 65.63 596 437 330 29.6 27.4 26.3 72.00 44.9 32.7 24.4 2A 19.9 19.0 84.00 28.1 20.3 15.0 13.2 11.9 11 3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/ B" COMBINED WIDTH WI-I[- W2- B J! IINDOW_ FRAME V/NDOW HEIGHT MULLION SPAN) I J J 107 3/ 8" COMBINED WIDTH F_ W1 -II W2 83" 1 WINDOW I FRAME HEIGHT WINDO WINDOW MULLION SPAN) 1 1 1 II- W1 1:7COMBINEDW2107 3/ 8" WIDTH FR HE MU SF REVWNS REV I DESCRIPTION DATE I AWRO ED I A REVISEDINSTALLATIONDETAILS06/10/15 R.L. m i / n" WIDTH FCOMBINED W1 -I I ` W2 f WINDOW A/ IGHT WINDOW j WINDOW LLION W1 It'- l 107 3/8" i APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN. vesign pressure rating (psi) Wan reoar option Mullion span ( in) Tributary width ( In) 18.13 25.50 136.00 42.00 48.00 152.13 25.00 130.0 130.0 130 0 130.0 130.0 130.0 37.38 130.9 1300 127.2 127.0 127.0 1270 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 700 53.3 48.1 44.8 43.4 65.63 800 586 44.2 39.7 36.7 35.3 60.3 43.9 32.8 29.2 26.7 25.5 i2.00 4.00 37.7 273 20.1 1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 4ED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS V.L. 1 08-01439 SCALE NTS JDATE 01/11/12Ism-2 OF 3 SIGNED: 0611112015 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1 /4" MIN. EMBEDMENT I m--- I 1/4" TAPCON I SECT5796 0 841 3" CLIP 1- OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3 8 MIN. I EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2x BUCK BY OTHERS 3.261" I 1.375" REWSIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R L 3.750" 1.000" 0.375" 0.4 22" 2.032" 2 875" 0" 0.84J 3- JIM zx 00.210" 4.000" SECT5796 CLIP I FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125' THICK MT000022 CLIP 16GA (063) GALVANIZED STEEL 3.750" 2 189" — 1.0 0" 0 375" 2.140" - I T 1.125" 0.843" L 2X 00.210" I 1.562" SECT5764 MULLION ALUMINUM 6005-T5.125' THICK 1.562" a I L 0.688" I SECT5796 CLIP FOR WOOD FRAMING INSTALLATION 1 ALUMINUM 6063-T5.125' THICK 1.531 " SIGNED: 0611112015 MI WINDOWS AND DOORS 11111I1//1 RF-185 2 REBAR 650 WEST MARKET STREET S R*- - . 4f' 16 GA (062) GALVANIZED STEEL GRATZ, PA 1 7030-0370 J • ,r, E Ns-, qiP 5764 - VERTICAL MULLION 0 5 * 83 MULLION SPAN INSTALLATION DETAILS AND COMPONENTS 5 o • TAT OF tv DRAWN. DWC N0. REV O 1Qf. ISCALE R \\ OB 5 1 A 47ONAT439w¢ NTS 01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 AmlM0. e - 0 BCIS Home I Log In I User Registration ; Hot Topics Submit Surcharge Stats B. Facts Publications FBC Stall BCIS Site Map I Links Search qDflda www Product Approval goprI USER. Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived p Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909)349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. 2- Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence. PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eauiv ASTM C1186 Equivalency Signed.odf http://NA,u. fl on dabuil ding. org/pr/pr_app_dtl. aspx?param=wGEVXQ,ArtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to FurrinD.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cemoanel Sidino.odfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to FurrinD.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 11 Install HardiePanel Sidina.odfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FI-13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel SidinD.odfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Back Nezt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida is an AA/EEO employer. Cooynoht 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 mall to this entity. Instead, contact the office by phone or by traditional mall. 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 emalls 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: 0 ®, 9 0 http://www. floridabuil ding. org/pr/pr_app_dtl. aspx?param=,A,GEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credh Card Sate http://,A,ww. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePane* Siding James Hardie Product Trade Names covered In this evaluation: HardiePanelO Siding, Cempenel® Siding, PrevailTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH. CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 EVALUATION PURPOSE: TAis analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing with nags or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches - on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fr wood studs spaced at 24 inches onzerfter with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories. Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inchds on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories. Report IC-1055-89 (ASTM E330) Transverse Load Test, 1/4"Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 In head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11 149-9B/1 554d (ASTM E330) Transverse Load Test, 1 /4' Thick by 48 Inch wide HardiePanel Siding installed on 20gauga Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. tong X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274.94 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch vide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in, long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/15BO (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener l\lllttltOf i 1111/ / Z GA i 2412 •-% = STATEF peR/ E 1tE\N. JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshardie.com TEST RESULTS: Table la, Results of Transverse Load Testing RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing tin.) Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency m.) m.) Frame Type in.) Supports Supports Fastener T PSF) PSF IC-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 76.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868 97/1475 Remtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 g 4d• 0.D91 in, shank X 0.225 in. 90 30.0 HD X 1.5 in. id rin shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 In IC-1054-09 Ramtech 0.25 48 16 6 6 head diameter ribbed bugle 169.9 56.6 1.375 in metal stud head screw Min. No 8 X 1 in. long X 0.323 in IC-7055 9 Ramtech 0.25 48 Alin. No. 20 gauge X 3.625 In. X 24 6 6 head diameter ribbed bugle 91.9 30.6 1.375 in metal stud head screw M m20 . No. 2gauge X 3.6251n. X ET&F 0.100 in. knurled shank X 11149-98/ 1554d' Ramtech 0.3125 48 0 metal stud 24 4 8 1.5 in. long X 0.25 in. head 170 56.7 diameter pin fastener Min. N o. 20 gauge X 3.625 in X 20 ET&F 0.100 In. knurled shank X 11149.9aI1554d Ramtech0.3125 48 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 1D1 33.7 diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM C1186, Standard Specrficetion for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls''= Fastener Spacing in-1 Frame Uttmate Allowable Thckness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) m.) Frame Type in.) Supports Supports Fastener T plf) pit), IC-1273- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IG7273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97/ 1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d. 0. 091 in shank X 0.225 in. 595.4 198.5 HD X 1.5 in long rin shank nail Min. No 8 X 1 in, long X 0.323 in ht'm. No 20 gauge X 3.625 in. X IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16924 6 6 head diameter ribbed bugle 990.0 123.8 head screw ET&F 0.100 in. knurled shank X Min . No. 20 gauge X 3.625 in. X 11284-99/1580 Ramtech 0.3125 48 37In metal stud 16 4 8 1.5 in. long X 0.25 in. head diameter pin fastener 1227.0 153. 4 ET&F 0. 100in. knurled shank X 11284-9911580 Ramtech 0.3125 48 Min. No. ZO gauge X 3.625 N. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 37in metal stud diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The um height4o- length ratio n in 3..In the steel framed assemblies the allowable load os baseld ontlhe average load at 1/8 inch net deflection. \`No", tf1OG/{'/. Q ;G p,S 1 FI Cq TI:'9 24121 FSTA E7F.-, Cj LO RIDP ' ``:\ G s fllFji E pO``\ RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET # "3 HUNTINGTON BEACH, CA 92649 714-292-2602 714 847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN'WIND LOAD PROCEDURES: Fiber -cement siding transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5.1 B. and Figure 26.5.1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combinaUon,7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'1<r'Ka I(a'V (ref. ASCE 7-10 equation 30-3-1) q, , velocity pressure at height z K. , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V,l (rat. 2072 IBC 6 2014 FBC Section 76021 dermQions) V,a , ultimate design wind speeds (3-second gust MPH) determined from [20121BC, 2014 FBC) Figures 1609A, B, or C; ASCE.7.10 Figures 26.5-1A, B, or C Equation 3, p=q,'(GC,-GCp,) {ref. ASCE 7-10 equation 30 6- ) GCp , product of external pressure coefficient and gust -effect factor GCp , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K; Kn Kd'V,,,a'(GCp GCr,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D , dead bad W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p- = 0.6'[pj Equation 7, pp,d = 0.6'10.00256'K; Kn'Ka'V,a2'(GCp GCp,)j Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V,t, Equation 8, V, = (pdW0.6-0.00256-K,' Ka K,'(GCp-GCp;))as Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, Vie = V. - (0.6)03 (ref. 20121BC tt 2014 FBC Section 1609.3.1) V„d . Nominal design wind speed (3-second gust mph) (ref. 20121BC d 2014 FBC Section 1602 1) Table 2, Coefficients and Constants used In Determining V and p, K, Wall Zone 5 Height (ft) Exp B Exp C Exp D K_ Kd GC GC 0-15 0.7 085 1 03 h560 1 1 0.85 1.4 018 20 0.7 0.9 1.08 1 0.85 1.4 0.18. 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 116 1 0.85 1.4 016 35 0.73 1.01 1.19 1 085 1.4 0.18 40 076 1.04 1.22 1 0.85 1.4 1 0.18 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 O.BS 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 7 0.85 1.4 0.18 100 0.99 1.26 1.43 n>so 1 0 BS 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infc)@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds .'Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 16D 170 180 190 200 21D Height (R) B B B B B B B B 8 B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32-5 37.0 41.7 46.8 521 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18 2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 1 -19.6 21.4 23.3 27A 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22A 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 25.6 282 3 . 33.8 36.9 43.3 50.2 57.6 65.5 4.0 82.9 924 1024 112.9 Table 4, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height tt) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 2.3.2 25.2 29.6 34 a 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 25.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26 7 29.1 34.2 39 6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23. 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 7.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 1.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58 6 66.2 74.2 82.7 91.6 101.0 4 6.4 1 .8 100 32.6 35.9 39.4 43.1 1 46.9 1 -55.0 63.8 73.3 83.4 94.1 105.5 117 6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.6 54.4 614 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 BOA 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.6 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 1 -30. 5g-AR. 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 37.7 44.3 51.3 58.9 67.1 75.7 84.9 115.5 55 26.6 29.3 32.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 117.4 60 4 M-133A-147.910037.0 4D.8 44.7 53.2 62.5 72.5 83.2 94.6 106.8 119.8 163.0 Tables 3.4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Bolding Code RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshard.ie.com l Ill Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 CdC Part 1 and Part 3Je ,:11 `\ \\`\ 11tOGlg7',',/'''/ CA 2012ISC, 2014 FBC 20121BC, 2014 FBC Vv ., f1ZY Z X ; " j k 9'. STATE F . F /. " i C/ -...PLO R1Dspecified 7¢siL '•• `'v ````\ RED Illllllll 11111\U coefficients used In Table 6 mlcula6ons for•V. Allowable, Ultimate Design Wind. Speed, 3-secondd gust mph) Allowable, Nominal Design Wind, Speed, s,e 3-secondgust mph) Applicable to methods in [2012 IBC,P jr' 16021D149. determineded 20121BC, 2014 FBC] Figures 1609A. B. or C. Applicable to methods 9 30 in ExceptionsIns I 2014 FBC] Section 1609.1.1. Wind exposure category Wind exposure category Siding Kc Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Bunding Height" 9 feet) B C D B C D AlloMable Design Load PSF) Exp B Exp C Exit D FCa Ke GC, GCS HardiePanel 5116 48 6d common 6 2X4 wood Hem -Fir 16 0-15 186 168 153 144 130 118 49 7 0.7 0.65 103 KS60 1 0.8.5 1.4 0.48 20 186 164 149 144 127 116 49.7 0.7 0.9 108 1 0.85 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 14 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.85 1.4 018 45 175 150 139 136 117 108 49.7 0.785 1.065 1245 1 0. 55 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 055 1.4 0.18 60 168 146 136 130 113 105 09.7 O.B5 1.13 1.31 1 0.85 1.4 0.18 100 1 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60 1 0.85 1.8 018 HardiePanel® 5116 48 6d common 4 2X4 wood Hem -Fr 16 0-15 233 212 192 181 164 149 78.7 0.7 0.85 103 hs60 1 085 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 085 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 10.94 1.12 1 095 14 F 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 14 0.18 35 229 194 179 177 151 139 78.7 0.73 1 o1 1.19 1 C.85 14 0.18 40 224 192 177 174 148 137 78.7 0.76 t.D4 1.22 1 0.95 1.4 0.18 45 220 189 175 171 147 136 78 7 0.7115 1.065 1.245 1 0.85 1.4 0.18 50 4 187 173 3 145 134 78.7 0.81 1.09 1.27 1 0.85 14 0.18 55 214 185 172 166 144 133V-3 7 0.83 1.11 t29 1 0.85 1.4 0.18 60 212 184 171 164 142 1327 0.85 1.13 131 1 0.85 1.4 0.15 10D 175 155 146 136 120 1137 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanel 5/16 48 6d common 6 2X4 wood Hem -Fr 24 0-15 147 134 121 114 103 943 07 085 1.03 hs60 1 0.85 1.4 0.18 20 6-7 130 119 32659 101 923 07 0.9 1.08 1 0.85 1.4 0.18 25 7 127 116 5 98 90 0.7 0.94 1.12 1 0A5 14 0.18 30 147 124 114 114 96 89 0.7 0.98 1.16 1 0 85 1 d 0.18 35 144 123 113 112 95 87 0.73 1.01 1.19 1 0.85 1.4 0.18 40 141 121 112 109 94 86 313 0.76 1.04 1.22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 313 0.785 1.065 1.245 1 0.85 1A 0.18 50 137 118 109 106 91 85 3t.3 0.81 1.09 127 1 0.85 1.4 0.19 55 135 117 108 105 91 84 37.3 01F 1.11 129 1 0.85 1.4 0.16 60 134 116 10B 103 90 83 31.3 0.85 1.13 1.31 1 0.8.5 1.4 0.18 100 ill 98 92 86 76 71 313 0.99 1.26 1.43 ro60 1 10.85 1.8 0.18 HardiePanet® 5116 48 6d common 4 2X4 wood Hem -Fr 24 D-15 182 165 150 1 141 128 116 47.7 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 1 0.9 t 08 1 0.85 1.4 0,18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.95 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 098 1.16 1 0.85 1.4 018 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 14 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 0.8.5 1.4 018 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.85 14 018 60 165 143 133 128 ill 103 477 0.&5 1.13 1.31 1 0.85 1.4 0.18 100 137 121 114 106 94 88 7.7 0.99 126 1.43 h>60 1 10.85 1.8 0.18 HardiePaneF 5/16 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring nail 4 edge 8 field 2X4 wood SGt0.36 16 D-15 144 131 119 112 101 92 30 0 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 7 0.85 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 t 0.85 14 0.18 30 144 122 112 112 94 87 30.0 07 0.98 1.16 t 0.85 1.4 0.18 35 141 120 ill 109 93 86 30.0 0.73 1.01 1.19 1 055 1.4 018 40 138 118 109 107 92 85 30.0 0.76 1.04 122 1 0.85 1 4 45 136 117 108 105 91 84 30.0 0785 t.D65 1.245 t 0.85 1.4shank50134116107104898330.0 0.81 1.09 1.27 1 0.85 1.455132114106103898230.0 0.83 1.11 1.29 1 0.85 1.4 do. 6031113105101 88 82 30.0 0.85 1.13 1.31 1 0.85 1.4 10084 74 70 30.0 0.99 1.26 1.43 It>60 1 0.85 1.8 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847.4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info@jameshardie.com POD 201218C, 2014 FBC 2012 IBC, 2014 FBC 2412 - 1 STATE F i C/•-' FLO FkIDP'f * rr V` 1 1'`°\`` Cixt iclents used in Table 6 calculations tar V Allowable, Ultimate Design Wind, Speed, 4V, 3-second gust mph) Allowable, Nominal Design Wind. Speed, 6.6 V..e , 3-second gust mph) Applicable to mettwds specified 01FBC) Secbm 160r9r. 7.1 as detertNned 2012IBC, 2014 FBC) Figures 1609A, B. or C. Applicable to methods through 3 of (20 12 IBC tions 1,//////!(ED,f, 2014 FBC] Section 1609. 1.1_ Wind exposure category Wind exposure category Siding K Product Product Thickness inches) Width inches) Fattener Type Fastener Spacing Frame Type Stud Spacing inches) Building He4ghe- 7 feet) B C D B C D Allowable Design Load PSF) ExpB Exp C Fop D Ka Ki GC> GC, 0.15 198 180 163 153 139 126 56.6 0.7 045 1.03 Iu60 1 0.85 1.4 0.18 HardiePanel8i 1/ 4 48 Min. Nob X 1 in. long X 0.323 in head diameter fibbed bugle head screws 6 Min. No. 20 gauge X 3. 625 in. X 1.375 in metal stud 16 20 198 175 159 153 135 123 56.6 0 7' 0.9 1.08 1 0.85 1.4 0.16 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 O.aS 1.4 0.18 30 198 167 154 1 153 130 119 56.6 0.7 0.98 1.16 1 0.85 1.4 0.18 35 194 165 152 150 128 116 56.6 0.73 1.01 1.19 1 0.85 14 0.18 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 0.18 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 0.8,5 1.4 0.18 SD 184 159 147 143 123 114 56.6 0.61 1.09 1.27 1 0.85 7.4 0.18. 55 182 157 146 141 122 113 56.6 0.83 1.11 129 7 0.85 1.4 0.18 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 0.85 14 0.18 100 149 132 124 115 102 96 56.6 0.99 1.26 1.43 h>60 1 0 a5 La 0.18 0.15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 NMO 1 045 1.4 Ole HardiePanel® 1/ 4 48 Kiln. Nob 1 in. long X 0.323 in head diameter ribbed he bugle headscrew' 6 Min. No. 20 gauge X 3. 625 in. X 1.375 in metal stud 24 20 146 128 147 113 99 91 30.6 0.7 0.9 1.08 1 OZ5 1.4 0.18 25 146 126 115 113 97 89 30.6 0,7 0.94 1.12 1 OAS 1.4 0.18 30 146 123 113 113 95 68 30.6 0.7 0.98 1.16 1 0.85 1.4 0.18 35 143 121 112" 110 94 86 3D.6 0.73 101 1.19 1 0.85 1.4 Ole. 40 140 119 110 108 93 85 306 0.76 1.G4 122 1 0.85 1.4 018 45 137 118 109 106 91 85 30.6 0 785 1.065 1.245 1 0.85 t a 0.18 50 135 117 108 105 90 84 30.6 O.al 1.09 127 1 095 1.4 0.18 55 134 116 107 104 90 83 30.6 0.83 1.11 129 7 0.85 1.4 0.18 60 132 115 106 102 89 82 30.6 0.85 1.13 1.37 1 0.85 1.4 6.18 100 109 97 91 85 75 70 30.6 099 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5l16 48 ETSF 0. 100 in. knurled shank X 1.5 in. long X 0. 25 In. head diameter pin fastene? 4 edge 8 field Min. No. 20 gauge X 3. 625 in. X 1375 in metal stud 16 0. 15 198 180 163 153 139 127 56.7 07 085 1.03 h.160 1 0.85 1 A 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 14 0.18 30 198 167 154 153 130 119 56.7 0.7 0.98 T16 1 0.85 1.4 0.18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 190 163 150 147 126 116 56.7 0.76 1.D4 122 1 0.85 1.4 018 45 187 161 149 145 124 115 36 7 0.785 1.065 1 445 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.7 0.81 1.09 1.27 1 0.85 1.4 018 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.95 1.4 0.18 60 180 156 1 145 139 121 112 56.7 0.85 1.13 1.31 t 0.85 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanet® 5/ 16 48 ET&F 0.100 in. knurled shank X. 1.5 in. long head X in. head diameter pin fastene> z 4 edge 8 field Min. No. 20 gauge X 3. 625 In. X 1.375 in metal stud 24 0- 15 153 139 126 118 107 98 M.7 0.7 085 1.03 h56O 1 0.85 1.4 0.18 20 153 135 123 118 104 95 1 33.7 07 0.9 1.08 1 0.85 1.4 OAS 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 153 129 119 118 100 92 33.7 0.7 0.98 t.t6 1 O.BS 1.4 018 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.B5 14 0.18 40 147 125 116 114 97 90 33.7 0.76 1.04 1221 0.85 1.4 0.18 45 144 124 115 112 96 89 33.7 0 705 1.D65 1.245 1 0.85 1.4 018 50 142 122 113 110 95 88 337 081 109 1.27 1 0.85 14 1016 55 140 121 113 109 94 87 33.7 0.83 1.71 129 7 0.85 1 a 0.18 60 139 120 112 107 93 87 33.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 1 115 102 1 95 1 89 79 74 33.7 0.99 1 1.26 1 1.43 jh>60 1 1 0.05 1.8 0.18 1. Screws shall penetrate the metal framing at least three full threads. 2. Knurled shank pins shall penetrate the metal framing at least 114 Inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A. 160913, or ,1609C; ASCE 7-10 Figures 26.5-IA, 26.5-1 B, or.26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 16D9.1.1. 6. The wind speeds in [2012 IBC, 2014 FBC] Figures 1609A, 1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC) Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC. 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8. Wind speed design assumplions,per Analytical Method in ASCE.7-110 Chapter 30 CLC Part 1 and Part 3: Ky=1. K4=0.85, GCp=1.4 (hs60), GCp=-1.8 (h>60), GCO=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE0 BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS • JAMES HARDIE BUILDING PRODUCTS, INC. ' 10901 ELM AVENUE - FONTANA, CA92337 TABLE OF CONTENTS COVER PAGE PAGE 1 EVALUATION SUBJECT EVALUATION SCOPE - 2 ' EVALUATION PURPOSE" = - - 2_ REFERENCE REPORTS 2' TEST RESULTS „ 3 , i - , - . _ .,_ .. •. '2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING - - - - 2 TABLE .1 B. ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. _ _ 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING _,• _2 DESIGN WIND LOAD PROCEDURES _ 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4' TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B - 4 TABLE 4, ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE.0 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE-D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH). FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE 1MTH THE . REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA& ASSOCIATES. -INC. 16835 ALGONOUIN STREET #443- - HUNTINGTON BEACH, CA 926-49. 714-292-2602 744-847-4595 FAX- j STAIE 90,-•FLQR.P 1 I RONALD 1. OGMAASSOCIATES, INC. 161i35 ALGONQUIN STREET #443 HU KMNGTON BFACK CA92649 T) 714-292 '602, (F) 714-847-4595 PROJECT: RIO-2578-15 EVALUATION SUBJECT HardiePanstS Siding Jame Hafdle Product Trade Names covered In this evaluation: HardiePanca SWM. Germane Siding. Prvwa n Panel Wing EVALUATION SCOPE: ASCE 7.10 2014 Florida 9uaawg Code 2012 tnania W' W Building Code 20121rtanatidrW Residentrd Codo EVALUATION PURPOSE: TK& aeatysis is to dsuw-,kw am rnaamum dsalan 3esmnd Oust wind speed to be raskted by an asaembjr at HatdlsPanel (Cempanel. Preva; P2ne1) ticift Wien" to.=W t••megs on ethw wood or metal frartrin0 wL'h ne03 or screws. REFERENCE REPORTS: 1. lmwtak Report 102024363CO0-0OtA. Trrw rse bad lost on HanSParwL TEST RESULTS: Table 1a. Results of Transverse Load Testing Frame Pastels II..ansu w2WD Tell Trhidcrieas Spsd% Spacing FaccnerTypo taee Dea7ntasd Resat Number A n) WUM (in.) Frane T M, An.) and Dinenslom F) PSF) Fmbffe Ltocie 10202a363CO0 OtA lnDertelt 03125 4e 2X4 wood &bc. W V" Py 3.S 18 a No, a X 125•"X a= t•ID 1W.7 53.6 p,LltlsohraUAntcrre widoSPFlurring ribbed Wyahead cQaws 1M02&] 65 OL01A tntenoL 0.]125 4e 2X4 wood &btd. 3Ja' Vick by 3.S 16 a No, a X 125' W% X 0.323• HD i] 1.a 4],e pia traouatn wide SPF haing nboed M" Mw ad &ses1oz024]6 iCO0O01A Itt:ele). 0.3szs 4e 2X4 wood stud, 3r4' dick M SS 1e 2 No, e X 129• 1002 X 0,325 HD 100.1 Js a VIM C+mty1 wide SPF hmcp dobe0 buglo head screws 102024383000.001A tit:srta& 03125 40 2X4 wood eUA. 314• dhtctc oy 3.5• 16 6 0A)w stunk X 0215• HD x 13 t47.6 4i: 2 PJ0 tmouga AriGhas wade SPF tuningUrionsring &icnaif0=4363000. 001A in vwk 03125 4e 2X4 wood stud, 3H• ttU= by 3,5- 24 8 No. e X 125- Iona X 0,323 HD Z7 27,e p11 L•aouxn ArsCtun wide SPF funtVribbedbugsheadaaews1_Aa twonen were n&imNd on turnip whdhaA ptme m:,mh aro me f.•a:rung members. 2.Atowable toad is Oetrmin&d trom uftLnNto 1bs0 divided by s 1&=r of cslsiy of 3. 3. HudiePanal Siding compgas with JSTst C11W, Stanaord Spedfcion far Grade fl, TyW A 4Wroasoes'3 F;ber-Canert Fla: Strooh, Table 1b. Analyaia of Aliewable Load for sa Screwat 10' 0.r_ as Screw Sbaora Fastener Sda (in a 12 1 10 Frame crizing (in, 16 16 16 Fastener Tribuwy t9a Ire oall 1.33 1.11 A10.3ble load De 435 35 4 3a.2 Ind hidual fasten, t= 0 (to. 389 472 43.1 The t2s•wwr bad for e8 screw at 10' O.G. was calsdaed as the svetagd a the tcsi resits br (ran:! 12' O.C, The mows to toad to sa screw W. the spacing o1 W O.C. Into, f u ing can be m121IM d by interpolating the resits of same into= at e• era 12' O,C, &inze b= tests had same tathn mode d tasietut IX! buaugh from cis panels. As seam In the table, tie allowable bd far 1118 screws installed at 1(r O.C. to wood furring is 7a.3 psi. Jt tHicathrn of Using ttr Results on LVM Gaulle Steel Framing in the subject =w1puratitns. all fasurrrs wra aeaovd to kwring on)y. so Whether VW hmiip is ==had b wood or sleoi tramilg coos not attem panels' enuvbru bad capsmy. L's Una ;a * engineefs reW0n1bilt0• to ensurs tta lumng atnvmiam etid framing mametiafa to live riffinem bad capavhaa. rrrrryrrrri STATE F .(5 l SS10 N AL RONALD 1. OGAVAASSOCtATES, INC. 16835 ALGONOIAN STREET Sac3 H'JNTINGTON 3EACK CA 92649 f) 714-222.2M (F) 714-847-4595 PROJECT: RID-2578-15 DESIGN WIND LOAD PROCEDURES: Ftw-c :nmd ftrV conr msa load oPadl)twee load cpacizo b dotonn@md via mtnpsanca tom to va.nsw.•se bad na:brW tad ca rsrd.. Va yr ranrmm bda tuting an anoaaa4 oesip toad is determined bawd on a hoe d safety of 3 dppW to the thtmma mu bad. Equation 1, q.W.00256')(,-IL)(.V pW. ASCE 7-10 e2Lw4m M.-S-7) - q, , Madly prvsvjm at hoipm z K . +rdodgr prass+ve eaposum coadaimt evakma d at huipht z V. , vipoprapiictaoar Egm0an 2, r . wlw daedlor"• faadr V , basic v4 d cpaad r.4u mrld gm MPH) a do•.omdr" from 2012-IBC Rgwu 1609. B, or C: ASCE 7.10 Fsumt 26.5.1f. B. or C V-V. (mf. 201218C Sec ion tt.'02.1 de&rab'aas) V.. uttanale desgn wind spews @aeaand oust MPH) datannew0 ham 2012 tBC Fpurea iGMk B, or C: ASCE 7.i0 Fiptcrs 2B r l.k %or C Equation 3, P%,(GC.4cj f1af. ASCE 7.1C equation 30.6-1) GC,. proJUC of mdemal prasaae OoCichnu and pusl•eAaG factor GC. • am* cl of Imaml pmam" metndant and pus4eSaa lads P . design Praasure (PSF) for sidrnp (ClWiaPls desgn bad for siding) To demmina design pressure. "W--u a q, iuto Equaoan 3, Equation 1, Pr0.00756•K-Kn'K'Vr'(rGC.) AFowa-We Strew Design, ASCE 7.40 ^ cian 2-/.1, )oad eamstnwian 7 Equation 6, 0.613 • 0,9w (ref. ASCE 7-10 aaCon 2.e.1, And mrn.itabdn 7) 0 , dead load. w , wind bad 7o drtsvtlirrr the ACawable Sues C.vsipn Pfvssrs. apOy the food acwtar w pWnd) from Eq:auon s to P (isspn pressure) oetmm~" ream eguado n I Equation 9, Pr . 0•51P) Equation 7. per.. 0.510 00256-K'K.'K' .'(GC.-GC.)1 Equation 7 i3 used to populUe Tabus 3, !, eno 5. To detomrnr me aa'.waa4 va mab basic wim apsec for Ham.e Srdng in 7aala 6, & m Eguat on 7 far v. Equation 6. V. • tp.I0.6.0.002wr,'x.,'K'(GC.-GC,i))s' A, tVk& N to m 1hods Apom-ed In Etoep6mn 1 Mmugh 3 of 201218C Sedian 7609,1. % to deftm ine ttm a6awa5ts norninal des)pn r:nd spood Nast') forliar6t Skclg In 7abse 6, axsy uw =vmrs'an ftmzub balow. Equation a, Vim. • V., (0.61" rref. 201218C sc=. i64g.3,iJ V.. Noreial design wind speed (3-6amrd 9= mere) (m.f. 20.21BC Socior, 16112.1) aTA1 t V 8/ 0N4 'I RONALD 1. OGAWAASSOCIATES, INC. 16B35 ALGONQUIN STREET CK3 HUNTINGTON BEACH, CAD2649 f) 714-292-26OZ (F) 714.847-0595 PROJECT: RIO-257E-15 Table 7L Cosf dents and Constarm used In Datamdrdng V and -p, v" Tar Heym M.) Ew B Ex: C Esa D G 0-15 0, 0,0 1.03 n660 1 011b 1.4 0.18 20 0.7 DD 70e 1 Des 1.4 0.15 25 0,7 064 1.17 1 065 1 d 0.18 30 0, 0.0 1,16 1 4 0 to 36 0 3 1. 1.19 1 0e 7.4 0.: aa 0.6 1A4 1.n 1 Des Lis 0.1e 45- 0,785 TW 1,295 1 0,85 1.4 O.le SD 0.81 1.09 12 1 0, 1.4 O. 1 55 Ds,3 1.n 1 1 00 0, tA3 131 1 Ob too 0 7.Zo 1, Oa 1 .1.6 1 0.1 Tdtb 3. Ativeotls Shsaa Design - Cunparent and Chd@ng iC&C) Pressures (PSF) to be Resisted at Various Wind Sp.eds - Wind Exposure C"Gory e, .. - red Speed 1 r00 1 11 11 1 1 14 1 160 170 i 160 2" 710 IN B i B 9 B A 8 H 9 a1S 14,, t A S 19,1 20.6 24A 283 5 1 .0 IT t6.8 52.1 5 ,a 20 144 t5. 1 791 20 e 44 20-3 32 , 3 , 1, 46.6 - 52.1 5c,e 63. . 144 1 1 t Y 2 b a 72e3 32. 3r. 41. 08.6 1 30 144 159 1 •1 ,5 12.1 70a 24A 26.3 32.5 370 • J1, cDe SZ.1 S7.e 81 3 15.1 tfie let tD.D 71. 254 26.5 33.9 7366 43,5 abe 544 00.2 664 40 1S] I 1BA 2 6 6.5 3D. 3 J0.1 J5.3 a 6 E2 691 415 1 2 17. 190 21.4 23.3 27.4 31.7 1. 00. 64.6 1- 1,4 50 1 -167 t 4 7 1 l,l 37_ J. J2e e 1 66.71 55 1 J 1 -te 20 22,6 2a. 2 A 33.6 Sa. 0,e ii. S5. 61.b 0aS 5. Y. 1D0 I 2bb 1 -28 1.0 V 6 4. 112.9 92.4 102.4 Table 4, ADowable Stress Design - Component and CladOng (CAC) Pressures (PSF) to W Resisted at Various Wlrtd Speeds - Weed Exposure Category C, 100060 • 1 - 1 iVD 7W tD , Yeaf3{asnd ut»I 100 1 11 11 17 130 1 1 I Inl 19. 3 1. 23.2 2 9 6 34 4 39. 44.9J- t63.5 e 0 1&6 20.5 772 24.6 2£, 31.4 35 4 41.e 47 1A 2 7, 74.3 01.6 2S 19.4 21 4 73.5 6 27. 6 3e 0 3 6 J i 0 fi2 a r J 0 30 772 22.3 745 26. 29.1 342 396 j55 1.8 655 73.0 609 Ci2 20b 23.0 2 - T b 3D 0 35 40 a 06.9 3.3 67.5 7 e3,3 - 91.9 - 40 2t 0 2e.4 D 36. 12. a 3 74.D 6?-5 r ,4 d5.E Pis 6 - 4 22.0 242, 26.6 D,1 31.6 3.1 43.1 - 4V4 2 1. r 0 .V D69S 23Z43tl044.1 6•5.6 12.1 0i.2 0V.id2A 3D.3 330 J8. 01.9 LS 546 4. D:.6 u a. 100 326 355 394 43.1 c6D 55.D 618 73,3 834 04.1 105.5 7.0 130.3 Table a, Allomb a Stress Design • Carmpottnt and Cladding (C&C) Pressures (PSF) to be Resisted at Wdoua Wind Spaata - Wind Exposure Category D. 9i• 2 lO1. D. ' t43 6 2t0- D• Ands 3aaaone MI tDo 105 11 11 • 1- t la• 150 . 160 if 1180 16 200 HeCM ltl 0 D D D D D D 6+ d12 23.4 29.1 P 1.6 0 .e 4 0ts 0e.6 6. 0 3) d3. D 722 . 24 6 27.0 29.5 22.1 37.7 43. 50 1 57.0 aa.4 72.2 a0.4 09 7 - ti92 Zr-- d3 1 2 ,5 2e 0 3D 6 33 3 39 45 3 52 0 59.1 06,b ' 74-V 63 4 ii2 4 1019 ba 790 31.6 34. AD 46.9 a 613 fi9.2 b6a 9b 105. 35 24. 27.1 29.7 J2.5 2 41,5 45.1 55 62.8 0.9 79,5 65.6 592 W.3 40 152 30. 33. J6. 02. 4 .3 i,a 4f 1. 00.2 00. 4 25. 28 3 31.1 34 0 3 r 0 Z3 a 3 75 .a h5. r 74 2, b.2 62_ 102. 113.3 so 1 e- V tr- 04 8 1 762 •2e.34 ae $1.3 •Se.D J -1 - t ' 55 - 26b -2D3 •322 352 •3e.3 D -522 -59.D Ee,l -76.9 •652 -961 •:D6 a y t •rb, r.b 100 • 3..0 jOB 4. •J - Dri •Ili •1L,4 -74 •lE3 Tables 3.4. and 5 re based an ASCE 7-10 and consistent girth the 2012, IBC. 20t2 IRC • _ - - - ' _ - ••-. .. • , . _ _ _ pGAW o STAT c U s61ON A\-' P.I.OGAVA ' IATES, 04C. 16t35 ALGQr^•R+LGREET Ws IMHT24=TM 5EAJ1. CA 22010 M71._'G2.2MM M7144A7-.505 PROJECT: FIO-2579-15 A&M5 HAR.DIE 5Ur:DNG PRJOUCfS. WC. 1•ea6.5a -73a3 cr502P•6eaiNr0,.,mto ALIa 61 IW owaLM YII W apaad (mph) IN IYlai{hr[d Whip (Arat'j , M.t710R In ASCE 7.10 Chap t.r 30 CAC Pat 1 arm Part 31 . W.G•la uL .•A: 1a..._v11 I- S - _ AIor:3..17t10,b N1a-, L'IYrwlO,t,l. a: jr[IY. F'Ea\aw1 ar..rtiT tQ, o-.•o•ar I2 tile, aa. i 1 a../W 1',iw/i,iy\R Taga.N..faO..IJ. C. Rx.13 Tllnlr IrA NIm, N: Faa4rlr TI'p• Fafl...r cpiv c 7Frrn. lyr Wd 6b•op TJ a ' I C D D C D aaW,l.r p110 rn rec oo r_ as y wz•Pa7r1p Y10 N) max our D dtbo ovG I.ad qw«. rCLC, cm Slaraar Wmwr3a W&6130' II'Att M IYaa>•+ I tD •' 0.11 163 1 a lap 1.0 133 122 43t oat 00 I= I Aiz I CC, zr, a• Aa Oq cU70• U3 To ltb- lap IV D a)e' ova bn Iar 3•b IG7 ion tM 1•p S" Ile nD OJO DN IC I' I o.a ees as I. CO an. ao 103 lea fie as 12e lieoc a7. rr LIS 25 Sea Saota] 1•a 12. 11. n• en 1M IN I aE D a as l. 0n al. ca IRS 155 lab 143 - S7 1%3 dla' ax rim- I r7 O- 372 1W 14a t]J il0 W1. a. •• LY n to I Onnn A• CI. nl. ba l.0 Ib. 14a 132 f7o I:7 a1• C{, Im L> b 177• IM IC IN 1* ta at• . Co In 1a OY Or a a 2N a,/ G•t 17a S57 1.1 115 t7 tog C DO I t5 I3, lay- 121 20 a12 W Ql fJ[, ar ta it, a I On a. CN warauM! use 2+ N.,{a 1Ji .' a='HD 1 I..a" a. r• 21Cl-Wor I«17'W ry ww u1/, N 6Is 1%• IN IY t3b T III p C%b OG O GnOn a Cubutaa• OIL CW A 1 a 1L• 1 t3. t1D Al• cSa tG+ 112 I Cr. t:n A • b,t1/ 1 a f• t]5 I 11• a 7t bN I N 5 111• 41 t I 11. 1 0. an ICI Ia I ICU O!•. A• a ft,. cNb,. a 1D faa 7J 17a n1 I;p cc• In ID• lat 1 1 1 t Cn 1. la. 17a- it t 10 aa en CA Ufa f enCC aN4U1t [ 17a 1 a)• Cal t+ I.a 13, I, a lac,cr sue,. na: w r.0 1:» 3, t1b 1•a u0. ram[• a4 wrwPa•A r Yte as ra ax 1.1Q r' t11 y was 17CC. a.1 2XA a.ww W,aMI aria qa5 Ilr.tp W M 0.15 rl 1.2 its 177 115 1w A• O,a BE 1. en1n_ Dr. ar„ owl 7a Is, la1 13u I. It 11 ale 1 an or• tt] Co 1• Ote w 1 lu a.A bN b wI f]t y 1N 105 me C s D• 1 ICta1-I. C•] 1• C•• N10ta1 ,7• i _ tw aLa c%. r+ a1- 156, 133 Q% t Is) 1•. of 1r. 15 OEen a• A ONDutI1,, w 1. w - at• au Ir• 1 7 IDS 1: a.. GC Itf 0ECa: n1, It1. t•G t e its Son Its.l.• D¢ Iu I sa0 I- p5 ael s In Ia3 eb I Cal 1. O N fYG.'!w 3na at 13• aA i ^v" b C bO.0 10 taiMeblpyN n•1.• 1: OC. RIf)f 1(a«sea P-d•e1 eWk W 311' tbd al'aS wC. «.a/, ro.o 16 0-ls 157 142 2p t71 110 Im at• - c.7a I en I= am It ivesiba Aaa•1 o,. a47a1355617107KaD, a7b CW I 1. 1.a l k a5. O _ CY 11: 1 ICCa1Cal 1• o,tCIAt_ 13 7, 1 ta7 W Is. C1C Cr I fI[ ib G IT- 11 a3. C73 at 11N 43Ca A[ CI. aNaof1111611D1V.1 aa+ On IW 1r y 148 l: 113 a• p:. aa. On IG I w i C61Cq.A• CI. OLINtteIuSaaL[1 b V7 es t tt It t r, Id. au 1.n l21 1= acs06 a• i • c1aaI[ rr Li l,a 1:a ca iba a.,. I.L1 IJ1 00 10 91 aw• Or 1• I 1 t• Or l• Cu h..rw•D[a an$ N tto N..ax a.a''IC7 rdtoto11.. a,O C M xa .•arr 209. •tOw a bywid. awa.a A.Ivu. 1- 0•1a p 2y It. lay 07 N QI. cm- I Ion I.w I Or. b a. o1CaI. Ild 17, 11, 1 14 art b.1 I -I tae t 1 d1. e.n owJ 1: I cssON a.Nilt1I. I M. aIt, C1t II. 75 175 I15 f m• a ti c 01a i m n I onca 1• a. O Na1• 1 Iw N. en lw l:• 5 111 112 let Y alt Cx. ID7 I1f 1I Oncu a• I, DI. all ru I r 55 177 ae Stt au I t2J I 1 Cm11 In11 cU 1. by o 1-- cc N.- cw to n I I ar.1 431 nit 1 , lurrP.sr 1t{ a[ O aGC G{x oalstoa rap Uul s0 O•C• 24 o'4r ZrA-aa a.'.1 ,w t.a...•a 10 0-f{ ALL 1w 11 1 a] laa I16 17 13 ba• IC i star 1 .aa5 I atl 4• StG . 01[ 23 1p IC3 Ira t l I70 ItS A 0m dal I 2S IRS ISp 1.6 1.) 173 IU 67 CC r- 7 I 1 be, CM A, a, CI. otl3bIf156Ia3tU7, 2 an o•. ne i A•7 IS FC. t. Dew1771x1. 7 7 It` IN l:'b la lh ai 17. ISO S a Il, nw 147 1 OftISo CM O11 a] 1- 4 157 17I tf{ t[n b5 170 1 136 it, it- ins tea: Oq 17 I Ion CL• C1e elc VJ Ia[ Iaf t]5 SIa 113 laa fA faG 7:7 II{ 14% S tl a: er• tom. In a.W nor o1e W'O Y• • .r 1.I w,Qa (^ Y1l)r, C../:,P •1.l rw aKi,Irt M v.N r ,C «O/ O rarer «w10IS7 R•L r~[.li•1 rrrw ,rp.1/ tea•, ' Y_•lvwrar rr p.. s, urr.rr w.w •e•.,yi6 w•or n aq.a..o ,ar..r.ao e vwr aD..• r.•I1 •r....ww..I Mr/Ir• Uarad n wCC 1.1] r;w«u F C.0 M,1 w wan a•1\•I. fyau t••I . D1 4 +-, [ [.-ef.00.< u 1.r«:70D C..lItC. •' 0.:aC..o.rww•M.1.1.1.•w1•..r•••.•- a nea.al/,C ra7r P+.,a•• ..aw r1 aw•a_ a vn.e a..:p a11.. r um i•+t re e « n..wl r• 7+.a:,..r r,m1.w+,1 •.••a.- n ox r4a «ttoe.7«u1a •wn1o., Ua,ITATIONS OF USE: 1) .t HaD VCIactT VbAtIC/rt[ 2s»u (AWM Alba] Per IL'.mi0s0[ Cony Florid., t40A 15.Ot=.04. OGA SO . 00 21 , STA s F 0RI'D V S1ONM- illI 1 Rl. OGALWL&M=LkTES. VC. 1//25A1.CO=M STREETrAm] K1DffR=TON5 ACli.CA@WD cn 734-M-2= (F) 7114.T4595 PR6ECT: M2579-15 JUACS KVOIE it, ft' nvi* PR:1000TS. WC. 5 L53/2.71U i1`y10ealiartlit.<afA, Tines ti )11rDI.a01..flip aP\ID MtRll IDT flYLssrmaT tang pwwyuco Iw w 1n_wJGC 7.7D wmpr\1 w "i; ran I a/1a all.l I1w1Dn,wltd, tio.Iq t ... P.-Al Pw MA) M•ene Car r'WI _ - . e.w.witw:, '. .tr rrA. AwAi.w1 ' A/L7m•OrlfiIJ.l,l-r •..Ail/wc,e•r r1 rrrq'R]I:etc. wrrarpal C a]I• - .. ,. - _ s41. taArw•f,It>HR raq \.1a.Io],t.. . OEbb6 AIIY Alywie_,...:_:vV- V-.Ah.7Nt. WV., I'- t:saxn c- 1 a-v ti DI.e A-I"' 1YQ TIiW+.YIal F..I.nAe Ty"{nl FaAblrr SDAvV F.•+w Tn. CI yrasl n) aug1V" I•f/l/ • ILI I a C O a 1y C C)D.4+t..m L....a, ILrI V..\ TwC Lq0 k i K' OC aC I MC9ini'wf N1c. f All, m_ 12S Wig x D>b'Im Irr POC. tiD lVwWr 7D tM-M•r rA' e..i.m 10 C5 5 t>o I]3 121 i]. - CTJ 1 LC d. Ciln1F71T0iS! TO 132 tom' 41m 072 Oma I D, 2] IS3 Im IS2 1A1 ta its 00 Cry IL 112 t I Co Ce5 11 Ia CAA 011aDIDlDiI110y125115AGpAa" IA. A 163 161 lam• b IN - 1Y e,. 0]] AA AY 1 OC cIt I• 1. a 1. J401m515A140• 1.) 177 ll7 ll\ C.L. 1W as 1.7 Ib7 Aa0 1» m IO\ a]• - to All A I I on Ie15 a. a a,. e,. u ITC 15. 1a3. Ails l2c 47 a• C., IY 1:r u IT7 IY 1a7- A31 s a t e aq 1 1a AOA 11 1. e,! 01. at176AM1.1 135 117 IW Gat CIA I+3 12, too 1.5- 122 Im I -It2 Di 67' fa\ Cr A 30 1 eu Wrd. Da,II/ Yf/_ y W iR L2, 1 \aV 0 7QT fm V ror. W 1• I,•la a' sa . nd. yaS 1/ 41. lT. AY 1- 135 I= IIA 70 a., O I.![ r Aar. OE1• aY m. I.A IDA 1.01 136 11 ail al] CIA, 1•{ 1 Ile I ua 0_] Y I fcti aAY CLA. A 11. 0• c10 aw 1Y A. 5 Aa. t 1L en n r 1- IAr toOUn• at. CJ5 G 1.3 11 In III C 0r. Al. F s AAA 14, 1• 1 1 1 Ll.- 4W 1S 1 I" An tfr 0a - I Al., I- I y C q CALc AA CY141113. Eq rl Sb A31 1^7 177 4fa1 Ilfr'•... Mr t1i1D y t2S o 1n IMb wim`,• IPoc, L4 rn 2y4 AI 2D p•al.l pro- aw a 0 ;r m YA5 M ItA ul 115 AL•] JI. OIa OC Ael tam Cq1• Q,. OY111t, YI t'. Ib 23 IF 1.1 la0 I77 7,0 D7 Je. LAJ I CY At: 1 1a Chew CYDA11.1A. I ti JI! aTJ D.L f•0 0 GI AM AM I7• Im W CB Jb I,• I OC aA1 O,. C.Y 1tY12. 1 JY CZ 1. 5 t 323 t20 1D) 1L! G7 4. 01 aC CO!5 7t1 r 1 1 1 N JAI a.I 16 1si 130 A7, t1 0+ A" If 00 1:1 Ds fA Os Ali Ar.D A Db J. w Vb O wo ax t25' bV MooM. tO+V.M a" bw ties b• w A: O, nLl - DNloOr N-. yp aC w. elww•a Y, 1O 0. 15 is) 142 IN I:A 1 110 IDO r. OT o 2 A eE GCw. DU DL1ALA2012, T lA. -1 K• 1] Im• 1JI la] v, m•.- s,=a-- M 1-Ipr• 0Gon CrtIt1' 1:: 1 An N Y.• Cr0 A• t:0 1: 10: 0 C:) chi PC01} l. ou cUOY K t A's If] I S.A I W T As 1.3 1 M 4A 1 - O:Y Ail IA 5D 1.5' 175 Ile tia l 3 9Y I A QC COC.Y ar. uANAtt5• C. I II 11, O fa7 AJ 111 117 05 4 si. - AS t CI5 Ca! 1lD 1,] YI J.• Cwr 1 1U 1 Ot] M ON IAL^.+ AO'L[wK Slli y 7Dt) p mk- t.." S•pIq roC. LY 2AIwmIrIs 20 P.1 W, ' 5. IIN• r1I 2L F1 tiY n ta I to; 97 Y I iA DS ca 1 10• tram I I ass Lt. a1 1.CY CYillAD. 71 6S C. I ImG 13A IA. IW 0••a 1.2 t56 11 1 1, an 1 CC 1 11, 1 1Qe1 I. DY In1151i51\ is 1, 1 W - I A Abl, sds 2 10, ra M017l a 0 y rL 123- t2 mr! i nil 1 w an ou Im 1 Iailw. I'• I OII\ y DtUtf p- 2,,, 10, bry 1," 1 t for' a aAt7 dCawemr 20 iL9.y,. ApiAti1L wii tiM M Iu It 0. 15 tab tam ts: 1 10 1 tip a 116 ail cm CC I IC, A eA OdAA cIL air267ItSItJKlA) AM ti 42 DM cc AM 25 1m5 tw I'll 1U l2] AI) J3:_ mA OY 1: a6 etALIt C. Y aDL5IeaW1U12111: JI: CW eY AN s t lb. t._ a it. I n] q2 07, 1aT Y A 0A3 1 Gu L] 171 As, 2 Iv ca c•! AItiaIFDtamUSuo10c7. p a lU IT.' Asp AV 133 M AM 5] 17U la} 1]p 1:" 1. 105 i:: 0q i 1 Cq c10 1• n• OY on a2AY1.3 In y 13 115 07 eo 1,2 I], AM A1D 173 15 t:7 D5 EG 12 DOD AJ I to I,q3 1 c.f 11 aA. m. Yi ba+• • •• I.. h•w4•t• wra, r..I w nra. A.rY r r... b,... wp. a rarA r AAIr r l7 Dt: I.r.QP1 t Y. • Art. i I r r. ' a, l.Ir nrrrl.An W.L@.V ' MtsMe U ti r Yur1 •,wIlri 0 N.I Al - A rvr.w ..'.L.IIO•IAI.r.wii:.c'7•IOC,rmA MMt 2a C"1•rI )• •,,OC C Qc.-1 A VIAM C..M i CMWa Gc./oY T. Ir m 11CKC•2OX wfJA : •q•.Ir I•clw I. I.+I L r Lalwlwl m I.Vrw A-=.I,-Aw P.,, F.1.0. yr Iwp ASI b ApI..E/1.•gr 1 Cw w ---10 .011:r.L.A /Irrd ArIIL-All 10 DOC Ai•l r OCO-S-Zr Y%•r,)..1DA UYITATIONS OFUSE: 5) to Mph VWMMY Nlanotr Zoan PWKZ) m»1N Dtr N1.rrI:OtDo Caleif2 F50rlaa, WJ A 15-011.104 a lot,Q` -. OGAN z STATE 0 L ccic1 p FL 0 RX O am W REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 fi<<...,.,.. 1, R l 0 Gq -_ 21 D . STA F ' W Report of HardiePaneI& tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior"Wrndows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing 77ils report is for the exclusive use of Inte+tek's dent and is provided pursuant to the agreement between Intarz.k and its Client Inter ck's responsIDUity and liability are limited to the terms and conditions of the agreement_ Interek assumes no liability :o any party, other Chan to the Client in accordance with the agree ent, for any loss, expense or demage occasioned by the use of this report Only the Client is authortzed to copy or distribute this report and then only in, Its en:lre:y. Any use of the Intertek name or one of Its marls for rho sale or advertisement or the tested material, product or service mast first be approved in wridag by Intertek. The ahservations and test results in this report are relevant onhe to the sample tested. This reoort by itself does not imply the: the materfal, product, or service is or has ever been under an Interek cerilficatlon program. James Hardie Building Products, Inc. Report No. 102024383COO-001A 1 Table of Contents Apol 30, 2015 Page 2 of 7 1 Table Of Contents .................................. .................................. _............................... .....:....2 2 ' Introduction........................................................................................................................ 3 3 Test Samples......................................_.............................................................................. 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods........................................................ ................................ 3 4.1. Conditioning............................................................................................................... 3 4.2. Transverse Load............................................................. _........................................ - 3 5 Testing And Evaluation Results...................................................._..................................... 5 5.1. Results And Observations.......................................................................................... 5 6 Conclusion....................................................................................._.............._...:._........_..... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ...........:................................................................................................ 1 Page 11111.4 iii"i t,,• pGAWq - 1 1 *' cc w FL FSSIOW- Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the, Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hardie Pane I OIZ10. JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 Nl INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAWLY ONLY - PRIMED & COLORPLUS° PRODUCTS Vistt A-nvtvjameshardie, om for the most recent version. SMOOTH - CEDARMILL° • SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ1091 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. p CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position dAling 5t36on so that wind will blow dust aysy from user i. Cut only using score and snap, or shears (manual, electric or pneumatic). arM, others in wog area 2. Position cutting station In well -ventilated area, 2. Use one of the to'lavinomethods: a. Best 1. Score and snap Tr. Shears (manual, electrc or pneumedic) - Nc-VERuse a povver saw indoors b. Better, I. Dust muting circular saw equipped witha - NEYR use a circular saw blade that does not tarty the Hardiel3lade sa6r blade trademark Hardiealade saw blade and HEPA vacuto exdraaion NEVER dry sweep - Use wet suppression or HEPA Vacuum c. Good- 1. Dust reducing circular savr with a HardieBlade saw blade only use for low to mode &- cutting) Important Note: For maximum protection (lowest respirable dust production), James Hardie recommends ahtiays Using'Best'-level odtpxj methods where feasible. NIOSH- approved nespiratom can be used in conjunction with above cutting practices to further reduce dust exposures. Arlditional.erposure information is available al vrvnvaanhestmardie.com to help you determine the most appropriate cutting method for your job rpmliemermts. If, micen still 94Z about a postre levels oryou do riot comply with the above practices, you should akvays corhstit a qualified industrial hygieniv, or contact James Hardie for further information s>omhe GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commerclall Mutfi-Family installation requirements go townvw.JamesHardieCommercial.com HardiePaneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See general fastening requirements. Irregularities in traming and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreerdfumng) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wrwvr. iamehardie.cwm A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap® Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,1 OW 1 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sidln in Fascia or Trim applications. Some application are not suitable for olorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie` Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found In the Technical Bulletin 8 " Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact. (fig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus° FinisW (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge / onion resLsdve venter -resistive 4stud2is4studnailing distances. home barer Do— nout pper panQeal P — upper panel Figurel stud Do not 114' gap water - resistive I Caulk j Caulk barrier ` sheathing HardiePanel Batten Joint "H" Joint ''Z-i43shinp I 2-itash]no I p o vertical siding water -resistive barer decorative band bandboard keep nails I I 2 x 4 stud t—lower lower min. panel r panel frompanelUUg plate `>' ° Figure 4 leave appropriate gap between Recommendation: When =_ panels, then caulk' installing Sierra 8, provide,/ Caulk Joint a double stud at panel \ r I moderate contact % Not applicable to ColorPlus• Finish} joints to avoid nailing keep fasteners 2' -Apply caulk in accordance with caulk through grooves. away from corners l manufacturer' s written application instructions. h For additional information on HardreWrapiT"" Weather Barrier. consult James Hardie at 1-866-4Hardie or ww:v.hardie:vrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie" products contain respirable crystalline silica, which hswtam to the State of California to cause canons and is considered tr; IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing messfve amounts at respirable silica dust can also cause a disabling and potentially total lung disease called salcass, and has Dean linked with otherdiseases. Some studies suggest smolang may increase these risks During installatgn or readling: (1 h work in outdoor arras with ample vemilatlon: t'Z, use finer cement shears too- culling or, wriare not feasible, use a HardeBlade• saiv blade and dusl-rodurcng circular save optioned to a HEPA vacuum: 3) wam others ki tre Immediate area: (4) wear a property -lined, MOSHapproved dust mask or respirator te.g. N-955) in accordance with appllable government regulations and manufacturer instructions to fLut-c limit respirable sills eposures. Durma cleanup, use FEPA vacuums or wet cleanup metnods - nine dry sweep. For further information. refer to our installation instructions anc Matenal Safety Data Sheet availaole at w. vw.jameshardie.corn or by calling 1-803-9HARDIE 0-BOD-942.7343). FAILURE TD ADHERE TO OUR WAWNGS. MSDS, AND INSTNIATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. rxam HS1236 - P1/3 1/13 AZ >o. CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance behveen between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance betweenq James Hardie° and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing, the adjacent finished grade. steps and driveways. Finurre 5 stud to 6" min. Maintain a minimum 1 " gap behveen gutter end caps and siding 8r trim. Figure 9 siding GF gutter and end cap Figure 6 1 r 2".min' r siding water reslbamt'e deck material T-2" mi ems,. ., . rw•Ot.t I joist / flashing ledger Do not brioge floors with HardiePanel® siding. Horizontal joints should ahaays be created between floors Jig.10). Water- figResistivBarrierFigure10 Horizontal Trim Sheathing fascia HardiePanel° BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 16' or larger such as dryer vents should have a block of trim around point of penetration. the roofing and the bottom edge of the Do not caulk gap, siding and trim. Figure 8 I I Rrshnp Refer to fig. 3 on page 1. KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a Framing roof intersects a sidewall. The roof must be flashed with step Flooring flashing. Where the roof terminates, install a kickout to deflect water away from the siding'. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 1 i, lockout Flashing To prevent water from. dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1 10' to maximize water deflection GENERAL FASTENING REQUIREMENTS Fasteners must.be corrosion resistant, galvanized, or stainless sleet. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all ateas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. It nail is countersunk, fill nail hole and add a nail. (fig. B) For brood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove.and replace nail). NOTE: Whenever a structural member is present HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill &add nail Figure A Figure B do not under drive nails oo NOTSTAPLE Figure 11 step thsrtxg / veil- r" ' Ij nvn mrunhrme Kilk, - ttaNnp , a oro mp t V PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic' tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is drven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. It setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 CAULKING For best results use an Elastomeric Joint Sealant complying tvi'rh ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT Caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, olValkyd base paint, or powder coating on James HardieO Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up Colorlolus products. recommended. Do not paint when wet For application rates refer to paint manufacturers specifications: Back -rolling is recommended if the siding is sprayed. COLORPLUSm TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie(D ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately after, installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusm product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie.does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS°TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In acmrdara vtlth ICC-ES Evaluation Report ESR-1844, HardiePand(D vertical siding is recognized as a suitable almmate to thar specified In' the 2006.2009, & 20121ntLinational Residential Code for One -and hva-Farr* Dwellings and 11v 2006, 2009. 6 2012 trdemational Building code. HardiePanel vertical siding Is at% recognized for application in the following: City of Los Angeles Research Report Na 24862, Stare of Florida listing FL48B9, Dade County, Florida NOA No. 02-0729.02. U.S. Dept. of HUD Materals Release 1263c, Texas Department of Insurance Product, Evaluation EC-23. City of New York MEA 223-93-M, ane California DSrI PA-019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. 2013 James Hardie Building Products. All rights reserved, TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limited 15- is registered Warranties, and Warnings are available at JameSHardie trademark of James Hardie Technology Limited. www.jameshardie.com M1 HS1236 - P3/3 6/13 MIAMI•DADE NIIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADIVIENISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue' Fontana, CA 92337 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 RER-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. RER 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: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CetnSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, 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: 11 permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. 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 fts product. TERMINATION of this NOA will occur- after the expiratiou date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted doctunentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2615 03 f301 1 S 1' . 21 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Sttbmilted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/ 24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P. E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ- 004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. C. in E. F Submitted under ATOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. AT[ 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. CALCULATIONS 1. None. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) MATERIAL CERTIFICATIONS 1. None. STATEMENTS 1. Statement letter of code conformance to the 5eh edition (2014) FEC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. 401- 30/ 3 i)S Carlos M._ Utrcra, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 i- 1 WALL LENGTH Stud Spacing at IF O.C. B---- I I -I nSEti WALL- IEIGH V/ Fc17 i en . off $'tp. DA tom+ —'` FSSF I Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance Dt~7AI.LA Sheathing fastener, as described in i;i Note 1 Panel fastener, as described in Note 2 wl1 fbrai 1 HardiePanel, Cempanel, 9_ /— Prevail Panel Siding o f' cores /r Water-fesistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322-3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing in aoixi danoe with Florida Building Code Section 23223 Water -resistive barrier per Florida Building Code Section 14042 Z• X 4" S-P-F Wood Studs HardiePanel, SECTION B-B Cempanel, Prevail Panel Siding PRODUCT DESCRIPTION HardePanel®, CempanelGi, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. NEL DIMENSIONS Width Length Thickness 4' 8,9,10, 5/16" DESIGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick 15 ply APA rated plywood sheathing HARDIEP INEL,CENfPAN,R.E1/AILNANEL SIDING 1NSTA110 i10N DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 2322-3. cod sheathing supportekThesidingpanelsshagbeinstalledover5/8' thick / 5 ply APA rated ph"" by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' anal a minimum clearance of 2" from corners. HARDIEPANEL, CEMPANEL., PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO REV SIZE ND A PNL-PLK-SOFF Creator. E Gonzales ' 12' =1r-W I Date: 41242013 sro r 1 OF 12 Fastener Spacing per Florida Cladding Building Code Section 2321H 16.00in. I. IFraming . pRft>< K'i tEVISFD Fastener Spacing per Florida Sheathing e o pYiigwbhtDcil>i Building Code Section 2322.3 sea& s case moDucr BEvrsFD ae eo iyimg rim the F'6oriAa I ACCEPCMM r e; STAB- 0 SS NA r rs FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH-3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOMCONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHG NOMINAL 518" THICK/5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 C& Dl)IAD James Hardie Building Products, Inc. THE PANEL IS FASTENED WrTH 2- LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION a Fontana, CA 92337 RESISTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 SIZE FSCM NO DWG NO Rev Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales sc E 1" =1-0" I Date: 4/24/2013 SHEET 2 OF 12 1b WALL LENGTH Stud Spacing at 16" O.C, B[-, I_ I _i i WALL : HEIGHT DETAIL A The Florida REVLSEP ar with We El,xidfa 1" 0% BE ' 3/8" Minimum SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 ML No. STATER F40 RINA c. • SQCrJ.O-N-I B. Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanelO Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 pry APA rated plywood sheathing fastened to metal studs as described in Note 1. L209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. Water -resistive barrier per Florida Building Code Section 14042 20ga, 3-5/8" X 1-518" Metal Cstud HardiePanel, Cempanel, Prevail Panel Siding PP ODUCT DESCRIPTiOt- HardiePaneM, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLMEIJSIO[JS Width Length Thickness 4' 8,9,10' 5/16" DESIGN P ESSl1R_RATING Installation Design Pressure Metal Studs -104 psf Impact Resistant — Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HA. PANEI PEZEVAIL_PANEL 51DlNG INSTALLf TION DETgILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cernpanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.6-18, 0.315" head diameter X 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-5/8" Metal C•Studs spaced a maximum of 16" O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Blm Avenue Fontana, CA 92337 SIZE FSCM NO I DWG NO A PNL-PLK-SOFF Creator. E. Gonzales ISCALE' 12"=1'-0" I Date: 424/2013 ISHEET 3 OF 12 6.00in. — I 6.00in. I I I' I I II T 6.00in. PRODUCT REVIS'M of a,{Yi n wi& the FLxids A111PUMM rb itud"i r 7 s • Product CmMml FRAMING FASTIENED NAL WITH 5/8' WAF R HEAD SCREWS (2D PER OP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SH 17HJj IG • • s NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO. B-18, 0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS II II I•I II II I.I II I I I•I II I I II Cladding Framing i Sheathing I' OGA =_ S 121 i ' -o • STATE OF .= S/ONAL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVrT`Y LOAD NOT PART OFTH S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 e FSCM NO DM NO hone: 909-356-6300 PNL-PLK-SOFF Fax 909-427-0634 A Creator. E Gonzales SCAB 1" = 1'-0" Date: 4/24/2013 SHEET 4 OF 12 1 A Stud Spacing at 16" O.C. ILL LENGTH Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in mmnliance with the Florida Building Code. SEF DETAIL A PRODUCT D .- -t-R PTIQN HardiePlankO, CemplankO. & Prevail® Plank Lap Siding materials are nonasbestos fiber -cement5/8" thick 15 ply APA products tested in accordance withratedplywoodASTMC1186Grade11, Type A and sheathing in meeting the requirements of theaccordancewithFloridaBuildingCode. Florida Building Code Section 2322-3 PANEL DIMENSLQNS Water -resistive Width Length Thickness barrier per Florida 59-1/2- 12' 5116" Bumog Code Section 14042 DESIGN PRE_S_SUFZE 6M1NC 2'X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding impact Resistant — Planks installed over 6/8" thick / 5 ply 1-1/4'tall X 5/16" APA rated plywood sheathing thick starter strip li.A 2DI PLAN}C,_CEMPLA.NKLPR.Ey 1.1.4LA_ S[DINGJNSY LLA710N_D TAILSAllinstallationshaftbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank Prevail lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA1] 5/8" thick ! 5 pty APA rated plywood sheathing shall be attached to the studs in accordanceNote with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-1 /4" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.0927s hank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16' O.C. horizontally; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, fastenersareplacedintheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. port b a The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing suppo y minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 31T. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 909-356-6300 SIZE FSCM NO Fax 909 27-0634 A Creator. E. Gonzales scruE 12" - r-0" 6M No I REV PNL-PLK-SOFF 1 Date: 41242013 ISHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I I I Fastener Spacing per Florida Building Code Section 2322.3 0.75in Tf: "'..—_—.._ _ _— —--------- as a omptymgai&th.Fbx1ft Bta7t>3 Cow Aaspmsoc 14o f -C"l /. 0 i BY - Me Ptuauct Contrail 0.25in. FRAMING NOMINAL 2" X 4' S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 9LA-Dd(t -Q PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-112" LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION- RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding Framing Sheathing PRc Dt1Ci itEv4SED • • I t,,'`'', , IU ,A _ to ccrypi ia w itY e Flotidr Ik 14 SF - No. 121ablSolZ •. STATE OF Aim. _ . F QRIDP• 01Vt 1 ENA ri FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AOMAVO LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION A SCALE 1" = 1'-0" James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DM NO REV PNL-PLK-SOFF 1 Date: 4f242013 SHEET 6 OF 12 Stud Spacing at 16" O.C. WALL LENGTI 1 SEE DETAIL, i --- -- lo VALL ao =0*=g watb AND lFaa;da 1 f III Q`' ,I. EIGHT y Rodiat Coned i i 1 1 I ii. — .............. 11--------- --- f 1 — ' — "—_ F Q f.ti -F. 3/4" Minimum Edge Distance Nails at 16" O.C. (typ.) DEiAIL 1 rt"xi "L'7 looep ae t by t rfi C+wd i s A 20ga, Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Buildng Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 3-5/8" X 1-518" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. iSW thick / 5 ply APA 1 rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive PRODUCT D SC IPT.P_N HardiePlank®, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. barrier per Florida PLANK DIMENSIONS Building Code Width Length Thickness Section 14042 5 9-112" 12' 5/16" 20ga, 3-5/8" X 1-5/8" • DESIGN PRESSURE RATING Metal Gstud Installation Design Pressure HardiePlank, Metal Studs -92 psf mplank, Prevail S ..........G t \Lap Siding ImpactResistant- s/ONAL • -- "\ Planks installed over 518" thick / 5 ply1-114"tall X 5/16' thick starter strip APA rated plywood sheathing HARDIEPLANK CEMPLANK PREVAIL LAP SIDING INSTALLATION DETAIJ_ . All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note 21The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4° long* bugle head screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK,, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 909- 356-6300 slit: FSCM NO I . OW3. 40 909- 427-0634 A PNL-PLK-SOFF Creator. E. Gonzales ISCALE 1/2"=1'.0" 1 Date: 4/24/2013 ISHEET 7 OF 12 6.00in. 6,00in. I•I I•I I- i eomplyin with the Fkwidm am -Mies co& T Br i Oak P odetd 58.25in- Fi2/M1NG NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE AHEATbRAq NOMINAL 5/6" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4 THE EXPOSURE IS 58-IX' THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 16 in. l 6.00in.O • I, e.l .fib We LEVMM F1D" ` coo • I P Cladding Framing Sheathing 0Gr2l am 1M. TATE OF G FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 sm. FSCM.No Dwc No Fax 909-427-0634 A PNL-PLK-SOFF Creator I— Gonzales SCALE 1" =1'-0" Date: 424/2013 SHEET 8 OF 12 REV 1 WALL DETAIL -A WALL LENGTH Stud Spacing at 16' O.C. 3/8" Minimum SEE DETAAIL A 2" X 4" S-P-F Wood Studs HardieSoffit, Cemsoffit 61 P&OaU_C_T DESCRIPTION HardieSoffitm & Cemsoffit® materials are nonasbestos fiber-cemept products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFCT DIMENSION$ Width Length Thickness 4' 8' 1 /4" py-SIGN PRRSSURE-R-j l Q Installation Design Pressure Wood Studs -70 psf OGAW4 No- 4 21 STATE OFQ. . 9p . FLO M0P ON KARDI.ESOFFLTCFFI72AW.EItILLSTJAjLLAXJON_DETAILS offif fastener, as All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's escribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardieSoffit, Cemsoffit The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O' C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. 11 1I SE CJJON_B Nails at 4" O.C. (typ.)pKeDLc; RmSFD Distance ft Flo" 0 Hr Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. Creator. E. Gonzales PRODUCT REVISED Oyi-e - its die Florid. euflding Codb mp(.,m No r3, gjD2n2 Lo ce` Product C.areoi< HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 FSCM NO DWG NO PNL-PLK- SOFF SCALE 12"= V-0" I Date:424/2013 1SHEET 9OF12 REV 4.00ln.1 McbuCr REY SM PRODVC117=1 W W C0807i w6 Ise Floods as cowVlying wilh me Fb richow- coae d - A= moo„ rto , Lea,1, 0 Aaeptrw C • D n 7 s4 Amt rAe.a - Br FRAMNQ NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2- LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing- AGAIN M. jNo. 121 lr STATE OF L ORI SF P\`'( s/ E FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm AvenueNNet - Fontana, CA 92337. Phone: 909-356-6300 SIZE FSCM NO I MG NO REV Fax 909427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1"=1'-0" Date: 4/2412013 SHEET 10 OF 12 I i i I ri WALL ° EIGHT i i• i i i I 1 B -*-- i 3/8" Minimum DETAI L,A WALL LENG iri —+i Pi ODUCT DESCR(P7 ON Stud Spacing at 16" O.C. HardieSoffitO & Cemsoffit® materials B St I I I are nonasbestosTiber-cement products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. 2093, 3-5/8" X 1-5/8" SOFF_IT_DIM)=NSIOtJS Metal C-stud Width Length Thickness 4, 8. HardieSoffit, DESIGN PRESSURE RAT4NG Cemsoffit Installation Design Pressure j. Metal Studs 55 f lots it PRODUCT REVISED ` . cS' •. PReDUCi REVISM ,z comoyiW with the fk ida nr cc,o 1 +rMb tfYc F orir no / Vf Bondi Code . i liaa Code Ae=Pt No l 'C r l 'C 12 wooei e e Ne ,v / ? STATE OF 1 C , de P:udeet Cltrnt OR1 iARjpfESOFF T CEMSOFFITpANELINS_T_ALLATION.,DETAILS hem t''' t All installation shall be done in conformance with this Notice of Acceptan'fi(nufacturers installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSof t, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8•' Metal C-studs spaced a maximum of Ili O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315' head diameter X 1-1/4" long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal framing), -the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Nails at 6" O.C. (typ. Distance t tastener, as ribed in Note 1 HardieSoffit, Cemsoffit f 20ga, 35/8" X 1-0/8" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 s FSCM NODVuG NO I REV Fax 909-427-0634 A PNL-PLIC-SOFF 1 Creator. E. Gonzales SCALE' 12" =1'-0" Date: 4/24/2013 SHEET 11 OF 12 6.00in. 16.00in. Cladding Framing t PRODUCTR.. ar ED I adw" CodeeertMb S g 1dSCSCode r iNiiif. ACMUM o r 7 AWA perI ., B Dade praftcMODUw 2 21 - . FFSSION"P r FRAMING ''•""' I NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. TION AND GRAVITY LOAD ARE FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL D WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC NOT PARTFNTN S APPROVAL (MUST PROVIDE ALTERNATE PROVIS IONS OR THESE LOADS) AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED ` BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS V' O.C, AT PANEL EDGES AND INTERMEDIATE - o - Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE FSCM NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALF 1" = 1'-0" Date: 4124/2013 SIIEET 12 OF 12 Florida Building Code Online Page 1 of 2 itPr9fessibit-al'Reo0flot), BCIS Home Lop In I User Registration Hot Topic Submit Surcharge Stats G Facts Publications FBC staff BC1S Site Map Links Search b cn p; r ,:' Product Approval I USER. PuDhc User rr W5 Product ARproval Menu > Product or Application Search > Application Us[ > Application Detail FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 613)249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden J Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. fl oridabuil ding. org/pr/pr_app_dtl. aspx?param=wGEVX QwtDquk24AUCD/p2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Back Ne__ Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an WEED 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 mall. 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 emalls 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: M 6Yrl M Credit Card Safe http://vAw"f. floridabuilding. org/pr/pr_app_dtl. aspx?pararn=wGEVXQwtDquk24AUC`/D2 fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES En2y Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 3/8" F-Channel Preformed nominal 0 016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in24in.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R. ,`'' G?PaYE N' • pR' F''-, 2 017.06.06 N 2 15 :48:16o74021 10 . -04 00 STATE OF Off• 'c O P••'?: Zachary R. Priest, P.E. i;s •'• R Florida Registration No. 74021 11111 E` Organization No. ANE96411,SJO(A CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 11 1 ALC15001.2 FL12194-R5 Page 1 of B This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l F Fastener Fastener Location 11'l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width W Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 072-inch dia. x min. 3/16- 0 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16 inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head diatrip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced hnel 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each pa panellapphead dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width W Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 353.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 Max. 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. x. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width ps() Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.516J-1 16-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in in2.25- 1) m. Wood spaced 8- legstaplespafinishing nail with min. 801-90 diamond pattern inch ring One ( 1) min. 1.75-inch inch O.C./16- inch head spaced spaced 16-inch o.c. sank nil hachinchailx 0.072-inch diameter 12-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 71i.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o. c. 3/16- inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga. 1Winch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072- inch diameter 80/ 24F- 3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8- inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o. c. 3/16- inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern ininx 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One ( 1) min. 1.75-inch each panel lap 16-inch o.c. 24- inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One ( 1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F- 5 i6 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16- inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 6 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. /.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12 inch 1) min. 2.25- staples in diamond batten or two (2) Wood le g staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank Wait inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga.'h anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 353.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. m No. I Installation Detail 12F-1 & 12 F-3 Min. 3/0" heard ilia. nail with min. 14" engagainenr,(for wx7 nuhel.i.afwl or min. 0.097" ..ila. T-nail, or ntub nnil with min. 5/8" engagement(f^-r concrete or block Wubntrlte) , nlaeced an notml nbov>. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, conc—ar. or •nlock M FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail nBETWEEN ` SOFFIT STAPLE OPEN RAFTER LES 3/ 4^ x t/a• iDIAMOND PATTERN 1—fDETAIL CROWNSTAPLESUSING A DIAMOND ve STAPLES ¢vcorJIPATTERN FACIA BOARD i FASCIA CAP 12 F-2 3/ 4• x 1/4^ CROWN FACIA BOARD 6" TRIM NAIL STAPLE ON CENTER PAINTED i -3/4" TRIM NAIL PAINTED S.S. T-'F' CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAP INSTALLEDWITHTHED.C. NAILING FLANGE UP OR3/4• x 1 /4^ CROWN STAPLE SOFFIT - max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001. 2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. ] Installation Detail 12J-1 OPEN RAFTER 3/4- X 1 /4" CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN J—cMANntL 1-3/4" TRIM NAII screwed to-so[[it with oPAINTED S.S. 48" ne(1) NB x 1/ 2" x 1/8' head O.C. diameter acrev, 15" O.C. WOOD OR BLOCK SUBSTRATE SOFFIT — max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B a/ s \ SOFFIT STAPLE DIAMOND PATTERN 1 I FACIA BOARD air BETWEEN/ 1% ' DETAIL N STILS / ASCIA CAP 3/ 4' X 1 /4" CROWN 1- 3/4" TRIM NAIL STAPLE "B" ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/ 4' X 1/4' CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001. 2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARO PAINTEU S.S. FAS(U CAP SOFFIT rROWN STAPLE OPEN RAFTER FASCIA BOARD II Oe SIB' I•NaE 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP: REFER TO SOFFIT t FASCIA OETAR. F' CHANIIEL SOFFIT, MAX. 16" SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC m No. I Installation Detail Min. 3/6" head dia. nail with min. 1!1" engagement(for wood substrate) or' min. 0.097" dia. T-nail or stub nail with min. 5/8" ongagemont(for- concrete or block substrate). spaced ao noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC 15001.2 FL12194-R5 ALUMINUM COILS, INC Soffits Appendix B Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail rSTNEWEEN,` SOFFIT STAPLE OPEN RAFTER 3/4• X 1/4, 1jDIAMOND PATTERN It (, CROWNASDIAMOND t fQUAIL STAPLES PATTERN FACIA BOARD I FASCIA CAP 16F-4 3/4" X 1/4- CROWNJTRIMMLFACIA BOARD 1F'F' STAPLE W ON CENTER 1-3/4' TRIM NAIL PINSTALLEDCHANNELCANBE CAPWITHTHE PAINTED S.S. 48" NAILING FLANGE UP ORO.C. FASCIA 3/4" X 1/4" DOWN CROWN STAPLE SOFFT— max. 16-inch spanWOODSO suesTTu+TE SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRIM NAIL FASCIA BOARD PAINTEU S.S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD T'rj- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND 16F-2 $ PATTERN: REFER To DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL CAP: REFER TO SOFFITTOSOFFIT 1 FASCIA 8- DETAIL 1 - -' F' CHANNEL I I 3,81soFFlr; nax. te- SPAN W\ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-135 Page 7 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DWMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4" TRIM NAIL PAINTED S.S. 48' O.C. SOFFrr—max. 16-.inch span ALUMINUM COILS, INC Soffits Appendix B IM;TK `, SOFFIT STAPLE T ' DIAMOND PATTERN FACIA BOARD t, ar lEr„T„ f DETAIL STOft[s FASCIA CAP — 3/4- X 1/4- CROWN 41-3 TRIM NAIL FACU1 BOARD STAPLE 'a, ON CENTER / PAINTED S.S. FASCIA CAP F X1/4- WN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001. 2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAPI'rt' CROWN - STAPLES - USING A DIAMOND SOFFIT PATTERN; REFER TO CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 t' TRIM NAR FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 81 24F-4 1'4- CROWN STAPLE FASCIA [API REFER - TO SOFFIT l FASCIA \ DETAIL / Nominal 1SYP f I 381 BattenAnchoredtoSOFFIT; MAX, 24' I I I F-CHANithNEL palters vilhoneTdRingShank Nail at e.try Rafter % WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t" TRIM NAIL FASCIA BOARD PAWTED S.S. 1- f' SMOOTH SHARK FASCIA CAP ROOF NAILS SOFFIT VVV 1', 4' CROWN STAPLE I I- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA ' 24F- 2 & DETAIL 24 F-5 CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL17aonnal 1"a7" SYP Batten Anchored to SOFFIT; MAX. 24" F- CHANNEL Rafters 0h one 7d Ring Shank Nail at every Rafter WOOD SUBSTRATE ALC15001. 2 FL12194-R5 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK llilmil TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM LIAR FASCIA BOARD PAINTEDS.S. 16GA ' T-NAILS I FASCIA CAP SOFFIT VVV 1'4' CROWN STAPLE LJ I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 1"4- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA _ DETAIL Nominal I'sr SYP Batten Anchored to SOFFIT; MAx. 2L. F•CHANNEL Rafters vilh one 7d Ring Shank Neil at erery Rifler MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail TRIM NAIL FASCIA BOARD PAINTED S.S. I"xi" CROWN FASCIA CAP STAPLES SOFFlTUSINGADIAMOND PATTERN, REFER TO CANIILEVEREO Pvi' CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I f- TRIH HAIL PAIIITED S.S. DETAIL 24J-1 & I's3' CROWN STAPLE 24J-2 FASCIA CAP: REFER TO SOFFIT L FASCIA OETA4 Nominal 1' A 2' SYP battens cabbed between rafters and SOFFIT; MAX. IV 3/8'IJ-CHANNEL ecured with one (1) 7d ring shank nail straight-nalled through the rafter Into the end WOOD SUBSTRATE - 01 the batten or two (2) 7d ring shank nails toe-nalled on elther side of the ballem at the battentrafter Intersecdon SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V „ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 6 CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix C PssureoSoffts`iEz esinWindre- Building T ype- Zone rRoof Height ft Basic-,Wind`S eed. mph),' 120 z - 4 30 140 j 50 160 µ- T _ 170, • - r .. 180 4190' 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi- n Wi6d'Press6r6s_-._fo_r:S_6ffits in' EioOsure C"e- L, _ Building" Type.. Zone . Meah: Roof Basic;Wind S eed` m h `- 120 130 _ 140- - .,. 150, , 160:---- 170- 180. `r 190 _ 200t- f 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 1 -23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 , 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 5.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 1 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressur'es'for'Soffits 1n:Ex osuie-D=s= _ -- Buildin Type: e' Mean - Roof - Hei ht ft Basic. Wind: Speed Mph) r1" 20- _= 130 140- = 150., 160.':: 17 0, ": 180j= 2 190 200°`' 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001. 2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" -L 3/8" J-Channel 3/4" — 1/8" HEM T 7 3/4" 3/8" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/E' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/6" 1/8" HEM 6"FASCIA i" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit ozsTVP o izs nr 18' BLANK' 3 / 8 FROFILE zirs-m ascno ooaoa 0000 oaoa F 0000a ooao ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 1/8" :3/r3/4"1/8" 13.75" BLANK 3/8" PROFILE 2,1TS RE 0m'T'P 0 25, TVP 0.125' n P o aoo a000 aaoao aoao G. oa000 d 0000 END OF REPORT ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 r 1 r BCIS Home I Login I use, Registration Hot TopicS Submit Surcharge ' S[ats 6 Facts ; Publications FBC Start j BCIS Site Map I Links Search i on'q' i l r ;g Product Approval I o USER: Public User e= Product Approval Menu > earch > Application List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions- FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - Lk 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II HiD and Ridge Cap Shingle Installation Instructions.Ddf FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 1KO-133-02-01 Letter - Installation Instructions for FBC FL7006.odt FL7006 R9 11 Roofing -Prod ucts-Leadino- Edge- Plus- Aoolication-ENf ll.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.fl oridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVH2: Yes Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter -ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.0f FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Nert Contact Us :: 2601 Blair Stone Road, Tallahassee FL 3239g 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 mall to this entity. Instead, contact the office by phone or by traditional mall. 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 emalls 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 nude available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here. Product Approval 0 E AAccelpts: 3 Ciedii Card Safe http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQvADq se7mYBd2b3 K6... 9/7/2017 POPV CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab—Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge 12_3HRTri-2013-08 reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN- 3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. i Signed: /,,.//' L Signed: ^ Brad Grzybouiski Duc T.M u en Managing D(rector Florida R—egts ere Professional Engineer P. E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO- 133-02-01 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 TO 813-621.5777 Fax: 813-621-5840 e-mail. matedalstesting@pdcmt.com WebSile: h1tp:1 wvw.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES t-t2' t-1fZ' SEALING STRIP — — — 6 tl irr I I 61la NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax: 813-621-5840 e-mail: materialstesfing@pricmLcom WebSite. http./Mww.pnant.tpm IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". NAIL LINE 6 3/8'I NAILING - STEEP SLOPES APPLICATION Use sic nails as shown. r r r CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Matenals Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tet: 813.621.5777 Fax. 813-621.5640 e-mail: matedalstesfing@p6cmi.com WebSite. http:/Mww.pricmtccm IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. FS mm) TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.SM Fax: 813621-5840 e-mail: matedalsteshng@p6cmt.com WebSite: http:/Mww.pOcmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS- AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel. 813-621.5777 Fax: 813-621-5840 e-mail: materialstesting@pdcmLoom WeloSite: http,/Awwwpncmt.com Florida Building Code Online Page 1 of 2 i615=91 c. - FC 9CIS Hoax Log In I User Registration I Hot Topics Submit Surcharge I Stats & Facts i Publications I FBC Staff j BCIS Site Map I Links I Search Honda PrductApprovalrV0USER: Pubhc User C ProOuR Approval Menu > Product or Application Search > Application List > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriOrRoofing.net Authorized Signature Steven Crew Steven@WarriorRooflng.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FQ346 R5 COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 2;I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. hnp://vvv<,v.floridabuilding. org/pr/pr_app_dtl .aspx?param=wGEVXQ"DgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity 0Yes ONo ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Produrte FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II Installationlnstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 II InstallationInstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nert Contact Us :: 2601 Blair Stone Road. 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 mall to this entity. Instead, contact the office by phone or by traditional mall. 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 click here . Product Approval Accepts: Leall E9 E Credit Card Safe. http://www. f]oridabuil ding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 WARRIOR& ROOFING MANUFACTURING r P. O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (2D5) 5534734 • FAX (205) 5534755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 a 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 7094)027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next.course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final"course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt m a valley, be certain to start at the botto ' length a minimum of two inches as you move up the shedding. In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. CITY OF SANFORD BUILDING & FIRE PREVENTION cD PERMIT APPLICATION Application No: ho M Documented Construction Value: S $ od Uv Job Address: Historic District: Yes No 2p U Parcel ID: Residentia Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: 60r(ssTitle: Phone: 407-323-7515 Fag: 407- 323-89 Email: info@api-orlando.com fir y' n LPro p e/rrt y//Owner Information Name 1i IG I L(JIK. 1?(JY 1 --- Phone: Street: Resident of property? City, State Zip: Advantage Plumbing, Inc. Name ruBox III Street: City, State Zip: Sanford, FL 32772 Contractor Information Phone: 407- 323-7515 4U' l-323-8954 Fax: State i .iranca lvn Architect/ Engineer Informat Name: Ph( Street: Fai City, St, Zip: E-r Bonding Company: Mortgage Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 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. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application I NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. II 010 Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith Print Contractm/Aaent's Name A&I U I I Si of Notary -state of Florida Date PgP-erK&%re'8r'VAR&ly Meredith L Warnicke-SmithNOTARYPUBLIC STATE OF FLORIDA Cant n#GGt36869 Contract Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Advantage Plumbing, Inc. Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Milan; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for: 2 Water Closets, Sterling per spec, elongated. 3 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 1 Shower with vinyl pan. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. _ Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen valves per spec. Bid less costs of all sinks and faucets. We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Three thousand five hundred eighty dollars $3,580.00 with payment to be made as follows: 30% upon completion of rough in; 30% upon completion of tub set: 40% upon completion of trim All material is guaranteed to be as specked. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 • F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Park Square Homes 5200 Vineland Road, Suite 200 Orlando, FL 32811 T 2-(6a a UES Project No: 0110.1700817.0000 Workorder No: 9343864-1 Report Date: 12/04/2017 LIES Technician Eddie Melendez Date Tested 12/04/2017 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Type of Test: Area Tested: Lot 9, 3758 Saltmarsh Loop Field: ASTM D-2937 Drive Cylinder Method Material: Native Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: Center of Pad Was Building Pad Staked: Y Depth of Waterable Below Grade: 6.00 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 6.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N General Description of Soils Encountered: 0-3' Brown Sand, 3'-4' Gray Sand, 4'-6' Tan Sand, 6' Water... Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 1 West Footing 0-1 ft 106.8 10.6 103.6 8.5 97 Pass 2 North Footing 1-2 ft 106.8 10.6 105.5 9.0 99 Pass 3 East Footing 1-2 ft 106.8 10.6 103.3 9.9 97 Pass 4 South West Corner of Pad (TOF) 1-2 ft 106.8 10.6 108.1 8.7 101 Pass 5 North East Corner of Pad (TOF) 1 2-3 ft 1 106.8 1 10.6 1 106.9 9.2 100 Pass To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 I7— o25.2 DESCRIPTION AS FURNISHED: Lot 9, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKE MARY BOULEVARD (R/W VARIES) D-05.43'16" R=1071.45' L-106. 99' C-106. 94' V CB=S 86.42' 60" E V LOT 10 V ` M1 20' BUFFER, WALL SIDE= WALK UHL ESAIT LOT 9 84.47 D=88.38' 45' R= 62.00' C=86.64' CB=N 44.38'32" Ar 1 W 1 5.00' CO I I6.0 LOT 8 o O) I FORM80ARDFOUNDATION p I oTOF=TOP OFFORM I FORMJ2RACE O F1 Q W o b I a Q 1 S.Ob' n Ir 0.. .r 25.20' 25.2 ' D-90.00' 00" tiA' R=25. 00' — L=39.27' (BABA) C=35.36' S 89e40' 51 " W SETBACKS AS FURNISHED CB=S 45' 19' 09" E FRONT - 2s (•) —5.00' REAR - 20' SIDE - 5' (10LOT) YIPP 7.5' ' (60' LOT) M1`QtJ 10' ( 75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' ( 40' LOT) SALTMARSH LOOP r) 25' FRONT SETBACK CAN BE REDUCED (50' PRIVATE R/W) TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS 2). IN SUCCESSION AT 20' AND A MINIMUM OF ( 2) IN SUCCESSION AT 25' TOTAL LOT AREA 11,271 t SQUARE FEET PROPOSED - FINSHED SPOT CRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET I FLATWORK PER DRAINAGE PUNS r; DRIVE 4031 114- 517 t SQUARE FEET FOUNDATION/PA4 1,740 t SQUARE FEET PROPOSED DRAINAGE. FLOW I I? y` WALKS 401 1,10t5 1,145 t SQUARE FEET REAR PATIO 103 t SQUARE FEET CUT GRADING TYPE A i)' Qa FRONT PORCH DECK 72 t SQUARE FEET O SOD 8.801/ 1,357-t0,258 t SQUARE FEET POOL DECK 0 f SQUARE FEET PROPOSED F.F. PER PUNS = 31.3' •NOTE.- FRONT SIDEWALK AND STREET LOCATION TAKIN FROM TUNS PRONDm EY CUOTr • NOT TIELD WRIFTm CRUSENMEYER- SCOTT & ASSOC:, INC. - LAND SURVEYORS L1som 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-14J6 MIT rDL • r[mli a LINO rta! Y. rn. • rnax .Dar 17, e . FDIN1 v a Fece uav'nu 1. nT u s=v m WS h"rgr CM" Bar M tuntr ums nu rrANueoS OF FRACRa m Fars Er ThE rtanrtM Aaao OF MN' v m. " r AINIC FRUrES9i011LL STRMTOV ,vv MARFFiQ N 1:1MRru N-17 AMPA ApOFJIMML ever AURStuYI M c TM A7-7. i—A erw 1f It. - dCtt / M. M m/ A 2 IYM1E55 EMPMW WN 6LUKTORS OONATWE AND ASL:RLI. KASM MKIL T76 SU*KY AIM W CPYQ'A.[ NOT NV1D. 6 R[E9VQIM MRKLS IMT 1 B NRWY VAS IROt KM FROM TRU PVARWTW FLM&t MD TO BF MRWYM MERE WY AE OTHM RLSTWONS PEA. WTI lSDO'.NO GALC LCELATEA OR LISEMEIM TWIT AFMF BLS F1MIpRY. AC. . rm. a L9.A7 "M PIA r'Wwort'VOroICL fANKNT 4 W VNDERDROUND w, M MS wK /RM LDCATLD LOUSS OTN& M M V*^ IF. • rINISIR. F—H nLVAI u>w L M NRYLY Q RR NED FAR 11R SAL AOLOR OF IN= CVMWD TO AND SNOL.D Not L ME= UPOr/ R AW ODAG CITTTT NM R11RIL6 MSL • MLG04 YIMa LVL __ -• . Aw RR[ LM-[-VA7 ILL : MST HMO ME RISM ASIUMN OA...• IHL SNOM7 AT RISE AOALVENO ror16FG 10 RCd6TIRCT AOUNUNY INES. E. @AOi • 'M1AG 7. Ar—M E A. ELLVATn%'j If SNOMN, ARE LASM ON MrKWAL CMI)CM YYIIIIM CATW OF 1929, LWU:SS OMLRHSE NOTEA CLRIIN mxC • UIRITT MADIlN'• FCILC ! GITE 11 AU/MpeALL ATW 4111. CI • C vOFC WOD .. • ra.olETEcttwmrsoul .-- 1 • . 3O —+ LRa11N Bri ••• pq DPI TNiSOA:r _ iE. • rr. Esuvnw CFNBFIm Br GR tNDLR N. -- MItAmN PLOT PIN! 09-01-17 3676-I1 RENSED PLOT PLAN (MOKD A/C) 09-19-2017 i . rtNCiG FORMBOARD FOUNDATION/ LLEVS. II - IS- 17 5075-17 NORTH THIS BUILDINWROPERTY DOES NOT UE WITMN K iNE ESIABUSNm l0O YEAR FLOW PLANE AS PER •FIRM• i GRUSEN R S. / 1711 ZONE •K• MAP 1 12117CODAOF (02-28-07)-- t CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / ' / — d F -) V_ Documented Construction Value: $ 4420 Job Address: 3758 Saltmarsh Loop Historic District: Yes No Parcel ID: P#17-2828 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 2.5 ton HVAC with duct work (2 bath fans and dryer vent) Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Email: adlyn.rodriguezoonestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet 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. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 514 Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application APW , 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied"to your permit fees when the permit is issued-, OWNER'S AFFIDAVIT: I certify that all of the fore be done in compliance with all applicable laws regula Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -Stale of Florida Date information is accurate and that all work will i'tstructipn and zoning. 12/11 /2017 Kevin Stine Print Con ctor/Agent's Name Siguature o to Date KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A e 1 scm Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application A { Envelope Leakage Test Report F ro (Blower Door Test) 1OX of R402.4.1.2 Compliance Jurisdiction: t Cam— Permit #: Job Information Builder. , Community: 4 I1 \1\\ LwA Lot: Address: S77S5 1"C,(-> ,, Unit: City: 5 v\ v State: rL_ Zip: ' -Z 7 73 Air Leakage Test Results Passing results must be 7 ACH(50) or less Method for calculating building volume: 7 x 60 _ Z iS S = 3,77 O Retrieved from architectural plans CFM(50) Building Volume ACH(50) Code software calculated MpAss FAIL Q Field measured and calculated tester initials If ACH(50) is less than 3: A ventilation system is installed in the home and has been verified by tester. (Required) Certification of Test Results R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure or 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), F.S. or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Testing Company Company Name: 15 Lightyears, Inc. Phone: (855) 438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 5th Edition Florida Building Code Energy Conservation requirements Section R402.4.1.2, Climate Zone 1 and 2. Date of Test: S- ( 6 - Z Cot Signature of Tester: 0— Printed Name of Tester: \r\. License/Certification #:)g-7 a2S Pr Issuing Authority: RESNET Duct Leakage Test Report t' F Prescriptive or Performance Method AT Jurisdiction: Al dk S( Permit #: r _ Job Information Builder: '(.(Ij U Community: I(A r Lot: 1 `UWIe Address: SSW v rS Unit: City: 5t,4( State: Zip: 32 7 73 Duct Leakage Test Results O Prescriptive Method OPerformance Method System 1 1-7 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.2.2 Werformance Method cfm25 (out or Total) To qualify as "substantially leak free" Qn must not be greater than the 7 proposed duct leakage Qn specified on Form R405-2014 Qn Total of all Total Conditioned Leakage Type selected Qn specified on Form on Form R405-2014 systems Square Footage R405-2014 (Energy Calc) Energy Calc) ZPASS []FAI L Testing Company Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the Florida Building Code requirements with the selected compliance path as stated above, either the Prescriptive Method or Performance Method. Date of Test: 5- `- Z Signature of Tester: ' — Printed Name of Tester: v\ Jg?RS - License/Certification #: Issuing Authority: RESN ET DESCRIPTION AS FURNISHED: Lot 9, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America REC. 1 /2 " 1 7768 w Co y LOT 10 CIO K O p 4 O Q01) cV5 15. C REC. N&D NO ID 3 `7 s $ 5AL_T" liz, Lbo 13C 4 l"1-2S23 LAKE MARY BOULEVARD (R/W VARIES) D=05'43' 16" R=1071.45' L=106.99' C=106.94' CB=S 86'42'50" E 20' BUFFER, WALL, SIDE- WALK & UTIL. ESMT. 6' CONC. WALL WITH 1.5' SO. COLUMNS LOT 9 ON \\ \ \ 09 D=88'38' 45" R= 62. 00' L= 95.92' C=86.64' CB=N 44'38' 32" W 2.2' ON P.C. SET N&O 114596 Y a) oV CIO 'I,- Z\ O a Cp O y 2.2' ON" P. T. SET N&D 114596 SETBACKS AS FURNISHED FRONT = 25'(") REAR = 20' SIDE - 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS D=90'00' 00' R= 39.27L=9.27" C= 35.36' CB=S 45'19'09" E PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW g'C yEO LOT GRADING TYPE A OQO PROPOSED F.F. PER PLANS = 31.3" 9 REC. 112" I.R. NO I.D. 1 .7' 1.41.4' OFF OFF 84.84' 84.47 3.2'x3.2' AC PAD El BRICK ONE STORY RESIDENCE F.F. = 31.3' 10.7' BRICK ALK 2: 0.1 COV'D. BRICK 19.3 5.00' 16.1" BRICK 25.20' 5" CONE. WALK P.C. ONLINE SET N&D 14596 (B.B.) S 89D40' 51 " 25.0 0' G SET N&D y4596 LOT 8 SALTMARSH LOOP 50' PRIVATE R/W) PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 11,271 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATW0 K DRIVE 4031 114- 517 t SQUARE FEET FOUNDATION/PAD 1,740 t SQUARE FEET WALKS 401 1,105 1,145 t SQUARE FEET REAR PATIO 103 t SQUARE FEET I FRONT PORCH DECK 72 t SQUARE FEE7 SOD 8,90V 1,357=10,258 t SQUARE FEET POOL DECK 0 f SQUARE FEET NOTE' FRONT SIDEWALK AND STREET LOCA17ON TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CR US'L'NMEYE'R - SCO TT A SSO C. , INC. - LAND AS UR V.,'YOR S' LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PAL. POINT (IN LINE NOTES: FIP FIELDIRON PIPE TYP. PA1C. TYPICALPOINTOF REVERSE CURVATURE I. THE UNDERSIGNED DOES HEREBY CERTIFY TM 1H15 SURVEY MEETS 7HE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR. IRON ROD P.C,C. POINT Di COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER .AI-17 FLORIDA ADYlN157RAliVE CODE PURSUANT ID SECTION 472.027, FLORIDA STATUES C.N. CONCRETE MCNU14ENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. ET I.P. 1/2, IR •/ILB 4596 NA. VP. NON -RADIAL WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS RCC. P.O.B. RECOVERED POINT OF BEGINNING CALCRDA CALCULATEDPERMANENT REFERENCE -OMIKENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. PA.C. i POINT Di COIWENCEMENT CENTERLINE FF. FINISHED FLOOR ELEVATION 3. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF MOSf CERTTF7E0 TO AND SNOULD NOT BE RELIED UPON BY ANY OTHER ENTITY' NLD NAIL L DISK BSL BUILDING SETBACK LI/JF 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/v RIGHT-OF-VnY I.K. B.B. BENCHKARK BASE BEARING 7. BEARINM ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BF.IRING (B.B.) ESMT. EASEMENTDRAINAGE 6. ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1920. UNLESS OTHERWISE NOTED. DRAIN. UTIL. CLFC. UTILITYCHAIN LINK FENCE 0. CERTIFICATE OF AUTHORIZATION Na 4596. VDFC WOOD FENCE CONCRETE DLOCK SCALE !-- 1 • 30' DRAWN BY: •.• C/DPC, POINT OF CURVATURE DATE ORDER No. P.T. POINT OF TANGENCY CERTIFIED BY: DCSC DESCRIPIION PLOT PLAN 09-01-17 3676- I7 R RADIUSARCLENGTH REVISED PLOT PLAN (MOVED A/C) 09-19-20I7 o DELTA FORMBOARD FOUNDATION/ELEVS. 11-75-17 5075-17 CC.IL CHORDCHORD BEARING NORTH FlNAL/ELEVS. 04-26-18 2650-18 THIS BU1I.DING\PROPERLY DOES NOT LIE WITHIN - -/ A R-(7/-• THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' TOM X. RUSEN. . L R.LS. 14714JAMSCOTi, R.LS / 4801 ONE •X• MAP / 12117CO09OF (09-28-07) P) CITY OF SANFORD 1 BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: l. 641 Documented Construction Value: $ 26;§ t 19Loic- a. so Job Address: 3758 Saltmarsh Loop, Sanford 32771 (Lot 9) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0090 Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkisonCa_parksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 0 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51n Edition (2014) Florida Building Code V/ ,_5Reyis dw)e 30, 2015 Permit Application 3JJoqzs - PA GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT h CONF'TROLLER BK 9017 Ps 1551 (1P9s) CLERK'S 4 2017111081 RECORDED 11/02/2017 02:40:21 PM RECORDING FEES $10.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMy ENCEMENT Permit Number: / / y o y r%, r Parcel ID Number,/i— / — 900 00 / The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIP ON OF PROPERTY: (Legal description of the property and street address If -available) , Lot 7 Wyndham Preserve Plat Book 81 / Pages 93-102 75Y f/5' ;`,anford, FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 E Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713. 13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition. Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Dale of Notice of Commencement (The expiration is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Vishaal Gupta, Executive Vice President Signature of Owner or Lessee, or Owner's or Lessee's (Print Name and Provide Signatory's Tide/Office) Auttarized Officer/Director/Partner/Manager) State of County of The foreg ng Instrument was ackledgd befme this dayofU 20 by Who Is personally known to me W OR Name of person makin tatemeni who has produced Identification 0 type'of Identification produced: ARUNA BALA GOEL MY COMMISSION a#FF15410e d EXPIRES December 14, 2018 40 3ee- 0183 Florldallota Service.com CERTIFIED C . PY GRFARIT MALOY , z, CLERi(OF TI' .'CIRCI il' COt;fi t / ..,. AID COMA.!, UN' 'r F Jmn COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 BUILDING APPLICATION #: 17-10000714 BUILDING PERMIT NUMBER: 17-10000714 UNIT ADDRESS: SALTMARSH LP 3758 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: - OWNER NAME: ADDRESS: 02 0' t 9 t 5 DATE: October 03, 2017f q&@ 17-20-31-502-0000-0090 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3758 SALTMARSH LP / LOT 9 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing SCHOOLS 54.00 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT ^ /J RECEIVED ML IGGL BY: 1 SIGNATURE: PLEASE PRINT NAME) DATE: I6417 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PER IT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE:.1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE 11OP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.