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HomeMy WebLinkAbout3906 Night Heron Dr 17-3192; NEW SFHCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-7 -( Z Documented Construction Value: S 11X&;6 1 xiy.3l . pO Job Address: 39Oto Historic District: Yes No Parcel ID: 17-20-31-502-0000- 0 11) Wyndham Preserve Lot —19 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com l)` Bonding Company: NA Mortgage Lender: NA 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, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effects as of that date: "Edition (2014) Florida Building Code Revised: June 30, 2015y Permit Applicationi, 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 comp ' e with applicable laws regulating construction and zoning. Sign of er/Agent Date Signature of Contractor/Agent Date Prin Owner/Agent's Name q 7- Signature ofNotary-Stfti of Flonda Shayne Mang (Date 1*P0e). NOTARY PUBLIC STATE OF FLORIDA Comm* GG113111 Expires 6/21/2021 Owner/Agent isrsonally Known to Me or Produced ID Type of ID Robert Nuets Print Contractor/Agent's Name Signature of Notky-State of&A%^ Man , Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Nce 19le Expires 6/21/2021 Contractor/Agent is CPersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building (a Electrical© Mechanical [g Plumbing© Gas[-] Roof Construction Type: vE2 Occupancy Use: R 3 Flood Zone: X -SEA Total Sq Ft of Bldg: U4 Z Min. Occupancy Load: 1 L4 # of Stories: 1 qiTALH 1'> New Construction: Electric - # of Amps GSo Plumbing - # of Fixtures 1 S Fire Sprinkler Permit: Yes No [3 # of Heads APPROVALS: ZONING:_ UTILITIES: ENGINEERING: OT C %V 2A'' FIRE: COMMENTS: Fire Alarm Permit: Yes Nor[] WASTE WATER: BUILDING: SF 12- t Z- t7 Revised: June 30, 2015 Permit Application O CITY O SANFORD BUILDING Sr FIRE PREVENTION PERMIT APPLICATION Application No: 7-3 Documented Construction Value: S L 1 $as Job Address: 39OLo M !=ck- V eyvn v %c. Historic District: Yes No Parcel ID: 17-20-31-502-0000- o-i jo Wyndham Preserve Lot -1 9 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use 0 Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes -Florida, LLC/Robert.Willets Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Phone: -407-647-3700 Fax: 407-647-0700 No State License'No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@niulhemkulp.com Bonding Company: NA Mortgage Lender: NA 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 56 Edition (2014) Florida Building Code Revised: June 30, 201S 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 comp ' e with M applicable laws regulating construction and zoning. Sign a of er/Agent Date Signature of Contractor/Agent Date Prin Owner/Agent's Name Signature of Notary-Stfti of Florida Shayne Mang (Date Robert Willets Print Contractor/Agent's Name Signature of Nothy-State ofg Mane Date ov . _ 9-S-la- STATE OF FLORIDA -ESTATE OF FLORIDA Comm# GG113111 Comm# GG113111JPeExpires612112021WElieExpiree6/21/2021 Owner/Agent isrsonally Known to Me or Contractor/Agent is G, 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: Occupancy Use: Flood Zone: 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: UTILITIES: WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application n po Application for Paved Driveway, Sidewalk or j ' 0 Walkway Including Right -of -Way Use & Fti0'-T- Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & 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 Clty'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 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 Know wbaesbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. C8I1bolwepoudtg. 1. Project Location/Address: 39 o 10 AI Pe.Y t+ l eryrl r ; /a. r rc e t fit- 5WI -( z 2. Proposed Activity: LiX Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C rrl rr-- " W-1 0'V fzYL- This application is Properiyowner: / John Reny Signature: 4 44 74 Print Name: Address: 10 to (Mrsmr-.r -tack -RAYA Su fie,-. Zy t La1u. !2cw2tr. pt. 'awl L}lp Phone:L{p-i - -[p'9 - C4 td I Fax: ' +61- ta'+l 0- 0 O Email: tka" ne_ . rY-,r Ira Pete: 1 i 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 Requestoes 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 Citys right-of-way. I have read a"dSFdand Jhe abpvve statement and by signing this application I agree to its terms. Signature: Date: This penult 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: I Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: % Engineering Date: - (' Z Site Inspected by: Date: Special Permit Conditions: November 2015 ROW Uso Driveway pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: Wyndham Preserve - Lot -19 Project Address: "i2AN't' lgyanoanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: l . This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney' s fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with watei on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print Nam f Owner/Tenant Signatu ner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name Gen. Contractor Signature of Gen. Contractor CGC1522347 Gen. Contractor License # CALLED INTO: Progress Energy Rev. 02/10/15) stf rbrook Print Name of El. Contractor Signature of El.'Contractor E2 Ono3ogr a El. Contractor License # o Florida Power and Light on _/ / Starlight Homes Florida LLC 1018924 City of Sanford 002457 Inv. Oate PO / Invoice No. Communit / Lot # I Amount Hold/Ins. I Discounts I Net Payment 09/05/17 79 PLAN REVIE '179.00 ' 379.00 Total 379.00 0.00 0.00 379.00 BP200I03 CITY OF SANFORD 10/31/17 Application Inquiry - Fees 14:46:13 Application number: 17 00003192 Property . . . . : 3906 NIGHT HERON DR Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF 01-APPLCTN FEE -BUILDING 25.00 .. 6 A BR 01-BLDG PLAN REVIEW 357.00 957.00 Credit fees due: Revenue fees due: Total due: Press Enter to continue. F3=iExit F11=Change view CITY OF SANFORD Oper: BLp CUSTOMERRECEIPTa** Date: 1J/31/17 81 Receipt noOrarIS819 Year Number2017 92Amount3906 NIGHT HERON IDR SANFORD, FL 32773 BP BUILDING PERMIT RECEIPTS 379. 00 Tender detail CK CHECK Total tendered Total payment 2457 $ 379.80 1379. 08 379. 80 Trans date: 10/31/17 Time: 15:88:41 F12= Cancel 00 382. 0 3 0 370/ F10= Amt billed Bottom REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # t'%- 314 Z Address: 3Q 0(n is tW BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence EI;E0JJ.AI: >.7a Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 11 I IFjI Min Max Yf Ins ection Description 10 Plumbin Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PE F Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3906 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0790 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: 110-1 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) OFFICIA USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: NSA FIRM Panel Number: 120294 0090 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: 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# 17-3192 Reviewed by: Michael Cash, CFM Date: November 21, 2017 r I eIN Ilttl II111111111 11111 Jill1111 qddress: HIS INSTRUMENT PREPARED BY: GR6Ij 11ALOYvame: Starlight Homes Florida. LLC CLERIC cEMINOLE COUtlTY1064GreenwoodBlvdSuite124BYytiOFCIRCUIT' COURT h COMPTROLLERLakeMa ^. FL 32746 1 P9 2 r2 ( pa3J34N1An(t!- fYr U RECORDED v11 /08/201711 j1: 40: 07 F'M NOTICE OF COMMENCEMENT RECORDINGFEESsig.111:1 RECORDED BY hdevore State of Florida County of Seminole Permlt Number. I Parcel ID Number. 17-20-31-502-0000- 019 O I 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. OF PROPERTY: (Legal description of the property and street address If available) Prasarve_ PR AI Pas 93-102_ : Lot '19 Address: IENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR I OWNER INFORMATION: ess: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Simple Title Holder (if other than owner) Name: NA ' Homes Florida, LLC address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 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)(b), Florida Statutes. Name: NA Address: In addition to himself. Owner Designates NA of To receive a copy of the Uenors Notice as Provided in to 713.13(1)( b), Florida Statutes. m Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a date Is specified) 3 TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF ICEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST ION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. of erjury, I declare that 1 have read the foregoing and that the facts stated In it are true Vknowlitdoe and belief. i cm u-•,_I l 2 Owners Printed Name Flodda Statute 713.13( 1)(9):' The owner must sign the noUoe of oammenaanent and no one also maybe permitted to sign In his or her stead.' I t State of County of The foregoing Instrument was acknowledged before me this n day of Cx') by _ tC`C1lr V- o et 2,c1r LQ Who Is personally known to me F Name of person melting statement OR who has produced Identification type of Identification produced: Shayne Mangel 0 NOTARY PUBLIC xpires 6/21/2021STATE OF FLORIDA Comm# GG113111 0 Expires 6/21/ 2021 i I oN 4 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 79 -1981 TL Builder Name: Starlight Homes Street: '6-%,ao "k .1ekcv-% /\ Permit Office: Semino a Coun City, State, Zip: Sanford. FL . 32773 Permit Number:# 1 7 - 1 9 2 nSAIIF.1,D Owner. zj -ra r %lam Jurisdiction: (A IsOVDesignLocation: FL, Sanfor County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (1955.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1663.70 fl' b. Frame - Wood, Adjacent R=13.0 291.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. NIA R= ft2 10. Ceiling Types (1981.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1981.00 ft2 6. Conditioned floor area above grade (ft2) 1981 b. N/A R= ft2 R e Conditioned floor area below grade (ft2) 0 11 Ducts R 7. Windows(168.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 396.2 a. U-Factor Dbl, U=0.34 120.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 48.00 ft' 12. Cooling systems kBtu/hr Efficiency a. Central Unit 30.0 SEER:14.00 SHGC: SHGC=0.25 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor N/A fta. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 4.250 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems a. Electric Cap: 50 gallons S. Floor Types (1981.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1981.00 ft2 b. Conservation features b. N/A R= ft' None c. N/A R= ft2 15. Credits Pstat 0.085 Total Proposed Modified Loads: 59.54 PASSGlass/Floor Area: Total Baseline Loads: 60.13 1 hereby certify that the plans and specifications covered by Review of the plans and CKE STgT this calculation are in compliance with the Florida Energy specifications covered by this v: g Code. calculation indicates compliance with the Florida Energy Code. is ml„- PREPARED BY: i C% Before construction completed forDATE: 17112 this building will be inspected O ! a compliance with Section 553.908 c I hereby certify that this building, as designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyCode. WIE OWNER/AGENT: BUILDING OFFICIAL: DATE: 1 EL I R 1 DATE: `2'' 2 7 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance 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. 6/17/2017 8:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 Pnane Reny-onu PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 79 -1981 TL User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 1981 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # 79 Block/SubDivision: Wyndham PlatBook: Street County: Seminole City, State, Zip: Sanford , FL. 32773 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1981 18423.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1981 18423.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 178.3 ft 0 1981 ft' 0 0 1 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2216 fN 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 In) Area RBS IRCC 1 Full attic Vented 300 1981 fti N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1981 ft' 0.1 Wood 6/17/2017 8:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 2 3 4 5 N E S W N Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 24 9 9 4.1 48 9 9 4.1 44 9 9 4.1 60 0 9 13 31 3 9 4 231.0 ft' 4 455.0 W 4 417.7 ft' 4 560.0 ft' 4 291.7 ft' 0 0 0.6 0 0 0.6 0 0 0.6 0 0 0.6 0 0 0.01 0 0 0 0 0 DOORS Omt Door Type Space Storms U-Value Ft In FtWidthArea In 1 2 N Wood Main N Wood Main None None 39 3 39 2 6 10 20.5 ft' 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered. Proposed orientation. Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 n 1 None Low-E Double Yes s 3 None Low-E Double Yes s 3 None Low-E Double Yes s 3 Vinyl Low-E Double Yes W 4 None Low-E Double Yes 0. 34 0.26 0. 34 0.26 0. 34 0.26 0. 58 0.25 0. 34 0.26 30. 0 ft' 1 ft 0 in 30. 0 ft2 1 ft 0 in 30. 0 fP 8 ft 0 in 48. 0 ft' 8 ft 0 in 30. 0 ft2 1 ft 0 In 1 ft 0 in None 1 ft 0 in None 1 ft 0 in None 1 ft 0 in None 1 ft 0 in None None None None None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 402 ft' 384 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2149.4 118 221.91 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kStulhr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 6/ 17/2017 8:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 rnone oenc IIn4e HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply — Return — Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 396.2 ft Main 99.05 ft Prop. Leak Free Main cfm 59.4 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Conlin [[ ]]Jan Feb([j,[[ jj Mar Heating H Jan Feb [X] Mar E ] Apr r Ma [X] Jun ri Jul rJA u May [ ]Jun Jul Aug X] Sep Sep Oct [ j Nov Oct C] Nov Dec X] Dec Ventin [ ] Jan [ ] Feb [[X1] Marll Xl r 1 Ma I 1 Jun Jul Au Se xl Oct x] 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 PM 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 80 78 78 80 78 Cooling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 PM 68 66 68 66 68 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 Heating (WEH) AM 66 PM 68 66 68 66 68 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Wafts HRV Heating System Run Time Cooling System Runtime Vent 65 0 0 1 - Electric Heat Pump 1 - Central Unit 6/17/2017 8:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: 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 New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1663.70 ft= b. Frame - Wood, Adjacent R=13.0 291.67 ft 1 c. N/A R= ft' 4 d. WA R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1981.00 ft' 1981 b. N/A R= ft' c. WA R= ft' Area 11. Ducts R ft' 120.00 ft' a. Sup: Attic, Ret: Main, AH: Main 6 396.2 48.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 30.0 SEERA4.00 ft' 4.250 ft. 0.257 Insulation Area R=0.0 1981.00 ft' R= ft' R= ft' 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 inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 'yy(,t,q, fZ Date: 10 1 t 4 1 1 a Address of New Homer lQ City/FL Zip: Ft- kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat o4'{HE STq? y43 Q,'''ti• • O Q o O WE 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. 6/17/2017 8:17 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 79 - 1981 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Owner. Jurisdiction: Design Location: FL, Sanford 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. Comers 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 'oists 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 6/17/2017 8:17 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 79 -1981 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1981 sq.ft. Cond. Volume: 18423 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: 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, 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. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/17/2017 8:17 AM 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 third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 04 -fk1E S],q?, D WE Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 79 -1981 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 1 System 4 cfm25(Out) 5 Total House Sum lines 14 Duct System Divide by Leakage Total Conditioned Floor Area) On,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O,golE STq a4 r, cOD W'E 6/17/2017 8:17 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 11 of 1 Job: Starlight - Wyndham wrightsoft° Project Summary Date: 411412017 Entire House By: Energy Air, Inc Plan: 1981 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-W&3729 Email: GRenner(Menergyamcom Web www.energyair.com Project• • For: Lot 79 - 1981 TL, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 17497 Btuh Ducts 1538 Btuh Central vent (65 cfm) 1830 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 20865 Btuh Infiltration Method Simplified Construction quality Semi - tight Fireplaces 0 Heating Cooling Area ( ftz) 198 198 Volume (ft3) 18498 18498 Air changes/hour 0.26 0.14 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating Input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0. 50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16110 Btuh Ducts 2048 Btuh Central vent (65 cfm) 1248 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 19407 Btuh Latent Cooling Equipment Load Sizing Structure 2278 Btuh Ducts 197 Btuh Central vent (65 cfm) 1917 Btuh Equipment latent load 4391 Btuh Equipment total load 23798 Btuh Req. total capacity at 0.75 SHR 2.2 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0. 50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 37 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Univ12 ersal 2017 17.0.08 RSU17013 2o17-Jun 17 08:Page ge I AC(> ... Specific\Wyndham Preserve\Lot 79 - 1981 TL.rup Celc = W8 Front Door faces: N 1 Manual S Compliance Report Job: Starlight - Wyndham wrightsoft° Date: 4/14/2017 Entire House By: Energy Air, Inc Plan: 1981 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407488-3729 Email: GRenner(denergyaircom Web: www.energyair.com Project• • For: Lot 79 - 1981 TL, Starlight Homes Sanford, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.6°F Outdoor design WB: 75.9°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 19407 Btuh Latent gain: 4391 Btuh Total gain: 23798 Btuh Estimated airflow: 899 cfm Manufacture's Perfomnance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20104 Btuh 104% of load Latent capacity: 6015 Btuh 137% of load Total capacity: 26119 Btuh 110% of load SHR: 77% Heating Equipment Design Outdoor design DB: 44.2°F Heat loss: 20865 Btuh Indoor design DB: 70.0°F Manufacture's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 137% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 91 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 76.3°F Entering coil WB: 63.7°F Entering coil DB: 68.1 OF Capacity balance: 37 OF Economic balance:-99 OF 2017-Jun-17 08:12:50 t wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCK ... Specific\Wyndham Preserve\Lot 79 - 1981 TL.rup Calc = W8 Front Door faces: N wrightsoft° Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@wergyair.com Web: www.energyaircom Project• • For: Lot 79 - 1981 TL, Starlight Homes Sanford, FL 32773 Job: Stadight - Wyndham Date: 4114/2017 By: Plan: 1981 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.165 in/l 00ft 0.165 in/l00ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 170 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba 2 c 141 3 7 0.193 4.0 Ox 0 VIFx 24.7 120.0 st3 bed2 c 1532 56 76 0.181 6.0 Ox 0 VIFx 29.4 125.0 st2 bed4 h 2353 ill 70 0.181 7.0 OX O VIFx 29.5 125.0 st3 W-A c 1406 56 70 0.177 6.0 OX 0 VIFx 33.2 125.0 st3 foyer h 1292 61 54 0.332 5.0 Ox 0 VIFx 9.3 75.0 kit-din-Fam c 2617 94 130 0.198 7.0 OX 0 VIFx 21.4 120.0 stl kit-din-Fam-A c 2617 94 130 0.193 7.0 Ox 0 VIFX 25.2 120.0 stl kit-din-Fam-8 c 2617 94 130 0.189 7.0 OX 0 VIFx 27.8 120.0 stl lawn c 843 15 42 0.329 4.0 Ox 0 VIFx 10.0 75.0 m be h 743 35 23 0.177 4.0 OXO VIFx 33.1 125.0 st2 m br h 3013 142 93 0.171 7.0 Ox 0 VIFx 33.4 130.0 st2 m wlc h 1413 67 34 0.165 5.0 Ox 0 VIFx 39.9 130.0 st2 v^c2-A c 48 1 2 0.181 4.0 Ox 0 VIFx 29.6 125.0 st2 wc3-A h 533 25 13 0.174 4.0 Ox 0 VIFx 35.7 125.0 st3 Mc4-A h 955 45 27 0.175 4.0 Ox 0 VIFx 40.4 120.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk stl Peak AVF 281 389 0.189 713 10.0 0 x 0 VinlFlx st2 Peak AVF 302 228 0.165 553 10.0 0 x 0 VinlFlx st3 Peak AVF 241 187 0.174 545 9.0 0 x 0 VinlFlx Bold/ltalle values have been manually overridden 2017-Jun-17 08:12.50 v „ wrightSoft• Right -Suite® Unhersal 2017 17.0.08 RSU17013 Page 1 ACC .. SpecTc\Wyndham Preseroe\Lot 79 - 1981 TL.rup Calc = W8 Front Door faces N Return Branch Detail Table Name Grill Size (in) Htg cfm) clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-Jun-17 08:12:50 wrightsoft' Right -Sure® Universal 2017 17.0.08 RSU17013 Page 2 ACCK ... Speci ic\Wyndham Preserve\Lot 79 - 1981 TL.rup Calc = MJ8 Front Door faces: N Q,::DDe Job M Starlight - Wyndham Performed for: Lot 79 - 1981 TL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 vmwenergyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuRe® Universal 2017 17.0.08 RSU17013 2017-Jun-17 08,12,55 am Preserve\Lot 79 -1981 TL rup i 1-1/2" VTR 1-1/2" VTR VTR 1l 2 AUTO VENT KS LAV 219 LAV j 211 WC Iso 3" WC 3„ 3" 3" 3" SH 2" r 3" TUB C n O 1 2j 0 2 PLAN 1981 W N PLUMBING RISER DIAGRAM I N W c co in 0Nbf N 00 Z t G e N m o r L Z o N M rn I v 0 C4 as m LEGAL DESCRIPTION WYNDHAM PRESERVE - LOT 79 DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N89052'08"E., a distance of 619.61 feet; thence N.00007'52"W., a distance of 89.77 feet to the POINT OF BEGINNING; thence N.00*16'57"W., a distance of 115.20 feet; thence N.89043'03"E., a distance of 55.01 feet; thence easterly, 16.48 feet along the arc of a non -tangent curve to the left having a radius of 125.00 feet and a central angle of 07°33'17" (chord bearing S.85056'24"E., 16.47 FEET); thence S.07050' 14"E., a distance of 117.53 feet; thence S.89052'08"W., a distance of 86.90 feet; to to the POINT OF BEGINNING. Containing 9,143 Square feet, more or less. CURVE DATA TABLE NO. RADIUS DELTA I ARC I CHORD I BEARING C1 125.00' 007'33'17" 16.48' 16.47' 1 S 85'56'24" W LOT AREA CALCULATIONS LOT = 9.143 SQ.FT. LIVING AREA= 1.981 SQ.FT. GARAGE = 402 SQ.FT. PORCH = 78 SQ.FT. DRIVEWAY = 437 SQ.FT. PATIO = 181 SQ.FT. WALKWAY 44 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 59.9 X SOD = 6.011 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.746 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 356 SQ.FT. SOD 306 SQ.FT. TOTAL AREA AREA DRIVEWAY = 10889 SQ.FT. 551 SQ.FT. SIDEWALK = 400 SQ.FT. SOD = 6.9317 SQ.FT. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' POINT OF COMMENCEMENT SOUTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 FLF - oo qu ppmen LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Prevents 8FP-Bac Preventer Si ht Distance Easement9 5 -Surveyey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power do Light P -Plot FFE -Finish Floor Elevation D.B. -Deed Book Water Meter O.R.-Official Records Book Do -Water Valve P.B. -Plat Book 1' Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RiC04-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk m -Electric Box FFE -Finished Floor Elevation 0-Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement f--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean out FMGD -MAG NAIL & DISK CVX-Irrigation Control Valve P.K. -Parker Kolon Nail a -Sign SIR -Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 F11. -Existing Grade FIP-Found 1/2' Iron Pipe LB7768 FPKD-Found P.K. Nail & Disk LB7768 a -Blow -off Valve Drainage FCM-Found 4%4" Concrete Flow Direction Proposed Design Grade Monument PRM LB7778 0.2 -As-Built/Existing GradNote: Some items in above legen may not be applicable REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. PLOT PLAN LOT 78 POINT OF BEGINNING WYNDHAM PRESERVE LOT 79 Proposed) DEVIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. N89'43'03"E 80.00, , PCP CENTER LINE HERON DRIVEU 50' RIGHT-OF-WAY cNn ( PRIVATE ROAD)/,CO4C CURB_ c PROPOSED 5' CONC SIDEWALK o 01, N89'43'03"F_ C 1 10' UTILITY EASEMENT (P)- i N--------- W-- a r----- w 0. 1 PROPOSED CONC WALK 0 a vl11.5' 0------..L4 18.0 16 O eo tzi 20.0 M oa 1 ' 1 1 i PROPOSED A/C I STORY RESIDENCE PAD 0 1981OPHELIA q ELEVATION - T 1 GARAGE - LEFT 1 ` JU FFE= 22.1zn LOT 79 25.5AREA = 22.7 9,143 S.F. t 1 ; PATIO ao 1; 22.0 22.7 1 ; 1 0 i1EASEMENT 1 I SOUTH LINE OF 00) THE NORTHEAST 1/4 p OF SEC 17-20-31 Z BASIS OF BEARING) IN89'52'08"E 619.61 S890521080W 86.90' TRACT D LANDSCAPE BUFFER) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for `WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) J elOn'es D. Levi rtolLS6915FLORIDAPROFESSIONALSURVEYOR ,t MAPPER NO. ..............5, PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: PROPOSED LOT 79, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 y f' i nGeoo t Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:8ritmEaat-Plat Date:6/27/17 Dwg:&iamEad-W79 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field Bk: NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL R1 I a I" CORD COPY 17'; Builders FirstSour7ce 1. Client to review overall placement plan including dimensions, mof and coding conditions, lop chord sae, overhang I cantilever lengths,heel heights, bearing d non -beating wag locations and heights. 2. Client to review entry and I or other conditions that require containing of peaks, overhangs or anWevers to ensure proper truss design J. Client to review AMU conditions such as, hung from ceding, recessed into ailing or attic mounted It is the client's responsibility to inform Wu plant of batons, size, and weights. a. Client to revew special conditions; such as beam bads, dropped soft bads and skybte locations to ensure proper truss design I Placement. S. Ceiling drops and valleys not shown are to be geld famed by client 6 HIP and comer jacks not at are to be at in the field by others 7 Overhangs are 20 or 2z6, no blocking is applied. 6. Ovemangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included in buss package. 10. Ened trusses per SCSI-91 Summary Sheet. Prior to ending trussesnrefertosealedtrussengineringsheetsforadditionalimportantinfo. 1 I It is the dient's responsibility to coordinate delivery dates with suss plantisales. Truss delivery will be op the agreed upon date.. 12 Client to provide a marked location for delivery. Location must be accessible, level and dear of materials and debris. In Ilea of this. Wsses will be delivered in the best available location at our drivels discretion. No charges will be accepted if above Omeria is not met. 13. Ail truss repairs must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plant with specifics of problem. la. No back charges or crane charges of any kind will be accepted unless specially approved in writing by truss plant management 15. Note. One approved layout must be returned to truss plant before fabrication I scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in its enWty. Approved By: Approval Date: Requested Delivery Date: Roof Loading. 20.00 TCLL. 7.0 TWL 0.0 BCLL 10.00 SWL OOL 115 Roof Loading. 40.00 TCLL 10.00 TWL. 0.0 SCLL, 5.0 BWL 001. 1.00 T.C. Pitch 5112- Wind Code MWFRSIASCE 7.10 S.C. Pitch • Flat. Design Method FBC-20141 TPL2007 T. C. Size Varies Wind Speed 1.0 mph I Exp. C Heel Hill Varies Mean Hgt IF Min Bearing Vanes Building Cat II Cantilever : NIA Importance Factor : 1.00 Overhang 1' Enclosure Partially Enclosed O. H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24-D.C. Enclosure Entry Partially Enclosed HUS26 a Typ. Single Ply Roof Truss HHUS46 - Typ..pp{{ Floor Truss SUR16 HOUS283 MHUSa6 HAC4222 Hangers are Manulacond by Shnpaon Strong Tie unless noted othenrta 9 Ile, Legend in Layout jNG ORD Truss Layout Client Starlight Project Wyndham Preserve Model: 1981 Ophelia T (LH) Lot I Subdivision I Street Address: Lot 79/ Wyndham Preserve Location. Sanford, FI. Date OW2112017 Scale WTS Plan Data: 02JOY2017 Drawn By Patrick Church Sheetff 1 of 1 Job 8 111/363 W® Lumber design,values,are in accordance with ANSI/TPI 1 section 6.3 I These truss designs rely on lumber values established by others. MiTek® RtCORD COPY RE: W P0079 - MiTek USA, Inc. Site Information: Tamp Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Ashton Woods Project Name: WP0079 Model: 1981 Lot/Block: 79 Subdivision: Wyndham Preserves Address: 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: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. I Seal# I Truss Name Date 1 1 T12304782 1 AO 10/19/17 18 1 T12304799 1 CJ5A 10/19/17 12 I T12304783 I A02 1 10/19/17119 I T12304800 I EJ7 110/19/171 13 I T12304784 I A03 1 10/19/17120 I T12304801 I EJ7B 110/19/171 4 IT12304785IA04 10/19/17 21 1 T12304802 1 H1 10/19/17 5 1 T12304786 1 A05 10/19/17 22 1 T12304803 I HJ7 10/19/17 6 IT12304787IA06 10/19/17 23 IT12304804IV3 10/19/17 7 IT12304788IA07 10/19/17 24 IT12304805IV5 10/19/17 18 1 T123047891 A08 110/19/171 ILp,, c SAN, J 0 I 'OarT . I 19 I T1230479O I A09 110/19/171 110 I T12304791 1 AO10 110/19/171 11 T12304792 A011 10/19/17 12 I T123047931 AO12 1 10/19/171 13 IT123047941AO13 10/19/17 114 1 T123047951 CJ1 110/19/171 115 I T12304796 I CJ3 110/19/17 116 1 T1 2304797 1 CJ3A 1 10/19/17 117 1 T1 2304798 1 CJ5 1 10/19/171 17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 3 i92i rift A SF 39380 O : ; it TATE OF .:41J Ft 11111111` Thomas A. Alban) PE No.39380 MrFek USA, Inc. Ft. Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: October 19,2017 Albani, Thomas 1 of 1 Job Truss ype r T12304792 WP0079 A01 litrussrpGirder 1 t Job Reference (optional) ounaars ruswwcv, .—V.. rww—y, rw,wa vuvvv "' "'_....... _.. ...___...__. ..._- ID:4xrZSyOSprtperCOHML 1 Og 1 zPB36 IkGNdeNUHpIrYOnUkEiBOUr4rtSArr8X7r4PsOSyRvON 1 1 3.9.14 7-0-0 t2.1-5 17.2•tt 22.4-0 27.55 32.8.1t 37.8.0 40.70.2 44.8-0 13-9 14 3.2.2 5-1-5 5.1.5 5.1.5 5 1.5 5 1.5 V.1.5 3-2.2 3.9-14 -0-0 Scale = 1:81.6 5. 00 F12 Sz8 = 20 II Sx8 = 4 33 34 5 35 36 6 Sx6 = 3x6 = 3x8 MT20HS = 3x6 = 20 II Sx8 = 37 7 8 38 39 9 40 10 11 41 42 43 12 ire 26 25 44 45 24 46 47 23 22 48 21 49 50 51 52 20 19 S3 54 18 55 56 17 16 3x6 = 2x4 11 3x4 = 5x8 = 3x6 = 1.5x8 STP = 5x6 = Sire = 3x4 = 20 11 3x6 = 2x4 11 6x8 = 3x6 = LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/fPI2OO7 CSI. TC 0.85 BC 0.74 WB 0.81 Matrix- M) DEFL. Vert( LL) Ven( fL) Horz( TL) in ( loc) Well Ud 0. 15 17-18 >999 240 0. 27 17.18 >999 180 0. 06 14 Na n1a PLATES MT20 MT20HS Weight: 228 lb GRIP 244/ 190 187/ 143 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3.7-11 oc purilns. 4- 7,7-10: 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 3.10-0 oc bracing. BOT CHORD 20 SP No.2 WEBS t Row at midpt 6-21 WEBS 2x4 SP No.3 *Except' 8- 20: 20 SP No.2 REACTIONS. ( Ib/size) 2=1053/0.8.0, 21=3967/0-8-0, 14=1180/0-8-0 Max Horz 2=-78(LC 28) Max Uplift2=-542(LC 8). 21=-1877(LC 4), 14=-608(LC 9) Max Grav2=1061(LC 19), 21=3967(LC 1), 14=1187(LC 20) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2025/1020, 3-4=-1873/977, 4-33— 1389/790, 33.34=-1389/790, 5-34— 1389/790, 5- 35— 1389/790, 35.36=-1389/790, 6-36=-1389/790, 6-37=-12OW2662, 7-37=-1203/2662, 7- e=-1203/2662, 8-38=-486/383, 38.39=-486/383, 9-39= 486 383, 9-40=-1883/1051, 10- 40=-1883/1051. 10.41=-188311051, 11-41=-188311051, 11-42=-1883/1051, 42-43=-1883/ 1051, 12-43=-1883/1051, 12-13=-2184/1139, 13.14— 2306/1168 BOT CHORD 2- 26= 939/1826, 25-26=-939/1826, 25-44=-844/1737, 44-45=-844/1737. 24-45=-844/1737, 24-46=-284/ 287, 46-47=-284/287, 23-47=-284/287, 22-23=-284/287, 22-48=-284/287, 48-49=-284/ 287, 2149= 284/287, 21-50=-2138/1027, 50-51=-2138/1027, 51.52=-2138/ 1027, 20-52=-2138/1027, 19-20=-205/486, 19.53=-205/486, 53-54=-205/486, 18-54=-205/ 486, 18-55= 915/2025, 55-56= 915/2025, 17-56=-915/2025, 16.17=-996/ 2082, 14-16=-996/2082 WEBS 4-25=- 121/552, 4-24=-419/200, 5-24=-529/460, 6-24=-888/1897, 6.22=0/308, 6.21= •2865/ 1409, 8-21=-2166/1235, 8-20— 1382/2989, 9.20=-1288/807, 9-18— 772/1630, 11-18=-532/ 461, 12-17_ 116/553 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp 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 fora 10.0 pst bottom chord live load nonconcurrent with any otherfive 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 Qt=lb) 2=542. 21=1877, 14=608. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Continued on Daae 2 Q WARNING - Verity design peramorers end READ NOTES ON IWIS AND INCLUDED MREK REFERANCE PAGE M/F7479 rov. ram"016 BEFORE USE. DeaM valkl lox use only N/th Mliek®Conneclors. M design k based only upon pararrielers shown. aril is tot an hdl"jd WWlny cornponenl. nor a trus systern. bolore use, the Ix/ldktg designer must verify the applicability of design pararneters and gopoily trlcorporate title design Into the overall txMdN design. broctrtg Indicated Is to buciding of individual Inns web and/or chord members only. Additional lei nporory and permanent bracing M iTek' prevent is always roaplredtot stability and to pxevenl collapse wllh possible personal trtKay and ptopedy damage. For general guidance tegading the 6904 Parke East Blvd. lalxlcollm storage. delivery, erectionandbracingoftrussesandlasssystems. seeANSUTPI I Qualify Criteria, OSS-89 and SCSI Wilding Component Tampa, FL 33610 Safety Information availatxe fromHussRateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss type oty ply T1230e702 wP0079 A01 11r. ss HipGitdat 1 1 Job Reference (optional) Buddats Frtstsource. Tampa. 1-rant day, r OW& saada 76,os,,,.y.o4w.r ,. .,.oa roe ID:4xi2Sy05pnperC0HML i Og 12P836-IkGNdeNUHpirVOnUkEiBOUr4nSArr8X7r4PsDSyRvON NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 214 lb up at 7-0-0. 87 lb down and 122 lb up at 9-0-12, 87 Ib down and 122 Ib up at 11-0.12, 87 Ib down and 122 Ib up at 13.0-12, 87 Ib down and 122 Ib up at 15-0.12, 871b down and 122 Ib up at 17-0-12, 871b down and 122 Ib up at 19.0.12, 87 lb down and 122 lb up at 21-0-12, 87 lb down and 110 lb up at 22-4.0, 87 lb down and 122 lb up at 23-7-4, 87 lb down and 122 lb up at 25-74, 87 lb down and 122 lb up at 27-7-4, 87 lb down and 122 lb up at 29-7-4, 87 lb down and 122 lb up at 31-7-4. 87 lb down and 122 lb up at 33-7-4. and 87 lb down and 122 lb up at 35.7.4, and 173 Ib down and 214 lb up at 37-8-0 on top chord, and 309 lb down and 142 lb up at 7-0-0, 65 Ib down at 9-0-12, 65 Ib down at 11.0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0.12, 65 lb down at 21-0-12. 65 lb down at 22-4-0, 65 Ib down at 23.7-4, 65 Ib down at 25-7-4, 65 Ib down at 27-7-4, 651b down at 29-7.4, 65 lb down at 31-7-4, 65 lb down at 33-7-4. and 65 lb down at 35-7.4, and 309 lb down and 142 lb up at 37-7-4 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-12=-54, 12-15=-54, 27-30=-20 Concentrated Loads (Ib) Vert: 4=-126(B) 7=-87(B) 12=-126(B) 25=-309(8) 6=-87(B) 22= 41(B) 8=-87(8) 20=-41(8) 9=-87(B) 17= 309(B) 33=-87(8) 34=-87(8) 35=-87(B) 36=-87(8) 37=-87(B) 38=-87(B) 39= 87(B) 40=-87(B) 41=-87(B) 42=-87(B) 43=-87(B) 44= 41(B) 45=-41(13) 46= 41(B) 47=-41(6) 48=-41(13) 49= 41(B) 50— 41(B) 51=41(13) 52=41(8) 53— 41(8) 54= 41(B) 55= 41(8) 56— 41(8) Q WARNWO - Verily desgn Paraamtent and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE MD7473 rev. IlN =IS BEFORE USE Design veltd for use only vAth MI lek® connectors. Rds design Is based orvy upon parameters shown. and Is tot an Individual building component rot a fnas system. Before tuse. the 1AAding designer must verity the applicability of design parameters and ptopelly hCorpbtofe this design Into the overt' building design. Bracing Indicated Is to prevent budding of Indlvkhttdi truss web and/or chord members only. Additional lempotary and petmanent bracdlg MiTek' It always required for stability and to prevenl collapse with possble personal Injury and propeny damage. For general guidance rugardlng the lobrlcollon. storage. delivery. erection and bracing of trusses and Irum systems, soe:ANSI/TPI I Quality Criteria, OSB-89 and SCSI lullding Component 6904 Parke East Blvd. Safety Information ovcBaMe from Truss Rate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tarr9a, FL 33610 Job Truss Truss Type ry T12304783 W P0079 A02 Hip 1 1 Job Reference (optional) 10'4xiZSyO5pnperCOH ML i Oil zP836.6udettlS FtN?GLEd4 UPbdISEzIKG fw0?0?sAOSyRvOH 1.0 4.9.14 9-0-0 158.14 22.4.0 2a•11.2 35.6-0 39.10.2 a484 -0 14 a•2-2 6.8.14 6 7.2 6.7.2 6 a•14 4.2.2 4•&14 -0 09 Scale - 1.81.6 6x8 = 5x8 = 2x4 II Sx8 = 5x8 = 5.00 12 6x8 — 4 5 6 7 a 9 19 t8 17 16 15 14 13 1.Sxa STP = 5x8 — 4x10 MT20HS = Sx8 _ 2x4 11 Sz8 1.Sxa STP = 4x6 = 2x4 II 4x10 MT20HS = 06 = e LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frPI2007 CSI. TC 0.36 BC 0.29 W B 0.53 Matrix-M) DEFL. in Vert(ILL) 0.46 Ven(TL) -0.82 Horz(rL) 0.18 loc) Udell Ud 16 >999 240 16 >653 180 11 rVa Na PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 278 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.8-15 oc puffins. 4-7,7-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-0.13 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5.19. 8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz2=96(LC 14) Max Uplift2=-711(LC 6). 11=-711(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3846/1649, 3-4=-3564/1532, 4-5=-3295/1459, 5-6=-5117/2355, 6-7=-5117/2355, 7-8=-5117/2355, 8-9=-3295/1459, 9.10=-3564/1531, 10.11=-3846/1649 BOT CHORD 2.19=-1475/3532, 18.19=-2019/4673, 17-18=-2019/4673, 16-17=-2019/4673, 15.16=-2008/4673, 14-15=-2008/4673, 13-14=-2008/4673, 11-13— 1446/3532 WEBS 3-19=-307/300, 4-19— 393/1099, 5-19— 1659/817, 5-16=-364/576, 6-16=-342/286, 8-16=-365/576,8-13=-1659/817,9-13=-393/1099,10-13=-307/300 NOTES- 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf: BC0L=5.0psf; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Inteffor(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; 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 20.0psf 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 711 lb uplift at joint 2 and 711 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - Vedfy dedgn Peremotere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. IM30WIS BEFORE USE Design vcdld to use only vAlh Milek®conrwcbrs. Bps design Is based only upon parameters shown, and Is rot an Individual building component. not a lims system. Before, use, the IxBc9ng doslonet must verity the al4AIcabilty, of doslpn pararnetets and properly incoq»tale alit design Into the overall b ufadng design Btacing lndk:ated is to prevent buckling of Individual tnrss web and/or chard members orgy Addlllalal temporary and permanent Iraclrtg M iTek' 6 always required for stablilly and to prevent collapse wllh possible personal May and rxo eriy damage for general guidance «-•garding Me tabricalion, sloage. dellvary, erection and bracing of tnnses and tntss systems. seeANSI/TPI I Quality Cdtedo, OS6.69 and SCSI BuBding Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job I russ ruSS I ype ry Tt2304784 W P0079 A03 10Hip1 1P t Job Reference o tional Builders FirelBource. Tampa, Plant City. Florida 33566 7 640 s Aug 16 2017 MTak Industries. Inc. Thu Oct 19 09:47.25 2017 Page 1 ID:4xiZSyOSpnperCOHML1OgizP836-a4BO51StezestVpgeCKgAydHVHgT JV9SfclyYyRvOG t-0• 5.9.14 1102 18.7.4 264-t2 33.6-0 38.10.2 44.8-0 4 0 5.9.14 5.2.2 7.7.4 7.541 7.7.4 5-2-2 5-8.14 Sx8 = 2x4 II 5.00 FI2 3x6 = 3x8 = Sx6 = 246 7 8 Scale = 1:81.6 19 1B 17 16 15 14 13 12 1.54STP— 2x4 II 4x6 = 5x8 _ Sx8 = 2x4 II Sx8 = Sx8 = 2z4 II 1 Sx8STP= 4x6 = r 5-814 11-00 f 18.7.4 ( 26-0.12 { 338-0 38.10.2 4x6 = 5.9.14 Plate Offsets (),Y)-- 5.2.2 7.7.4 7.541 7.74 5-2.2 5-9.14 14.0.5-12 0-2-81 18:030 0-2.41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) 0.41 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Ven(TL) -0.77 15-16 >697 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 HOrz(TL) 0.15 10 n/a rJa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 261 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-6: 2x4 SP M 31. 6-8: 2x4 SP No.1 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/sl2e) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz2=-118(LC 15) Max Uplift2=-704(LC 10), 10=-704(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-10.0 oc bracing. WEBS 1 Row at midpi 7-16, 7-13 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3847/1524, 3-4-3354/1418, 4-5=4000M807, 5-24= 4000/1807, 6-24= 4000/1807, 6- 7=-4000/1807, 7-8=-3067/1349, 8-9-3345/1413, 9.10-3861/1524 BOT CHORD 2.19=-1426/3521, 18-19-1426/3521, 17-18=-1168/3056, 16-17=-1168/3056, 15- 16=-1631/4013, 14-15=-1631/4013, 13-14— 1631/4013, 12-13=-1315/3523, 10. 12=-1315/3523 WEBS 3-18=-524/343, 4-18=-89/443, 4-16=-557/1212, 5-16-431/365, 7-16=-244/253, 7- 15=0/305, 7.13-1217/564, 8-13=-306/947, 9-13=-535/349 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=4.2psh BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interfor(1) zone; cantilever left and right exposed; end vertical left and right exposed;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 psi 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 704 lb uplift at joint 2 and 704 lb uplift at joint 10. 7) ' Seml-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 0 WARNING - Verfry dodgn paamerere and READ NOTES ON THIS AND INCLUDEO MREK REFERANCE PAGE MR-7472 rev. 1402MIS BEFORE USE Dc- JW valkl lot use only with Mitek®conneclots. thisdesign is tamed only upon parameters shown. and Is for an Individual b uldhtg component. not a trim system. Before use. the b uildhtg designer must verify Iho apXllcabllly, of dosW paametem and proponly Incorporate ifs dostgn Into the over,,, Bracing Indicated Is to butcklhtg of Individual trim web aril/or chord members only. Additional temporary and permanent brocing WOW bxRdlrlgdesignpreventIs always recludted for stability and to prevent collapse with possible persorol k*oy and property domoge. For general guidance tegadlng Ito fabrication. slorage. dellvery. erection and braking of trusses and inns systems, soeANSI/VI I Quality Criteria, 0SB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Wale Instilute, 218 N Lee Stroot. Stlte 312. Alexariddo. VA 22314. Tampa. FL 33610 Job Truss Truss Type my Tt2304785 W P0070 A04 Hip 10ty2 1 Job Reference (optional) Builders FostSource. Tampa. Plant City, Florida 33566 7 640 a Avg 16 2017 M1ek Industries. Inc. Thu Oct 19 09:47 26 2017 Pape 1 ID:41oZSyOSpnperCOHML 1 Og 1 zPB36.3Ht01NTVPGmrVe000vs3lAASwhsLjrTlgJLH V_yRvOF 1.0- 6.2.14 13.0-0 19 3 4 25 4.12 31 8.0 37.10.2 44 6-0 8 0 8.9.14 6.2.2 6.3.4 6 1 8 6.3.4 6.2.2 6.9.14 -0 Sx8 = 20 II 3x8 = 3x8 = Sx6 = 5.00 1112 4 5 26 6 7 8 19 16 11 16 15 " 13 12 3x8 = x82x4113x4 = 3x8 MT20HS = 3= 2x4 11 3x8 MT20HS = 34 = 2t4 11 8.9 14 13 0-0 19-3d 25d-12 31 8 0 37-10.2 44 8 0 Scale = 1:81.6 3x8 = 6.9-td Plate Offsets (XY)-- 6.2.2 12.0.4.2 0-1-8) 14.0.5-12 0.2.81 6.3.4 I8•0-3-0 0.2-41 110:0-4-2 0-1.81 6.18 6.3.4 6-2.2 6.9.14 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.43 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) 0.8615-16 625 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(rL) 0.27 10 n/a rVa SCOL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 233lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 2=1707/0.8-0, 10=1707/0.8-0 Max Horz 2= 1 37(LC 14) Max Uplift2— 704(LC 10), 10=-704(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3543/1375, 3.4=-3025/1241, 4-5=-3271/1446, 5-26=-3271/1446, 6-26=-3271/1446, 6-7=-2751/1191, 7.8=-2751/1191, 8-9=-3025/1241, 9-10=-3542J1378 BOT CHORD 2-19=-1294/3206, 18-19= 1294/3206, 17-le= 978/2739, 16-17=-978/2739, 15-16_ 1233/3271, 14.15_ 1233/3271, 13.14_ 1233/3271, 12.13_ 1159/3205, 10-12= 1159/3205 WEBS 3-18=-531/360, 4-18=-93/417, 4-16=-367/828, 5-16=-355/297, 6-13=-817/364, 8-13=-255/823, 9-13=-531/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interfor(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=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 704 lb uplift at joint 2 and 704 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNINO • Vanity doelpn parametwo end READ NOTES ON THIS AND INCLUDED Nn'EK REFERANCE PAGE hM7473 rov. IAN3,WIS BEFORE USE. WOW valid for use only wtih Mllek0 connectors M design Is based only upon laianelen shown. and Is lot an hdh4dual b uldnQ component. not a trtas system. Befoto use, the tA&CW <t designer must verify the gXAlcabllly or design paanotors oral properly hcorporalo Bak design Into the overall b ulding design Racing Indicated is to prevent buclding or Individual trips web are/or chord members only. Addllloral temporary and permanent txa:Ing MiTek' is alwoys required for stallllly and to prevent collapse Witt possible personal hiury and Ixopeny damage. For general guidance regarding the folxk;allon, storage, delivery. erection aril bracing of Irtmos and Inns systems. seeANSI/IPII Guatlty Criteria, DSB-89 and SCSI Suftding Component 6904 Parke East Blvd Safety Information avdllable from Suss Bale Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type tyFly T12304786 W P0070 A05 Hip 2 1 Job Reference(optional) Burldete FastSoutce. Tanya. Pfam Gey, Mods 33556 7.64v . ^«8 •v —• • ^«• ^^ • ^""••• •••` ' ID:4xiZSyOSpnperCOHMLIOgIzP836-XTJmWjU89auZ7ozCmIFdNN)cm487SDbSvzig15yRvOE 1.0 7.9.14 is-0-0 22.4-0 29.9-0 36.10.2 44.8-0 e-0 7.8 14 7-2-2 7 4-0 7.4.0 7.2.2 7.9.14 -0-0 5.00 f 12 Scale - 1:83.2 5x8 = 2x4 II 5xe = 19 1e 17 1O " 15 `• 14 — 12 3x8 = 2x4 11 3x8 MT20HS = 3x4 = 3)0 = 3x4 = 3x8 MT20HS = 2x4 11 3x8 LOAOING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5,7-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1707/0.8.0, 10=1707/0-8-0 Max Horz 2=157(LC 10) Max Upli112=-702(LC 10). 10— 702(LC 11) 3x8 MT20HS = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.90 Ven(LL) 0.36 15 >999 240 MT20 244/190 BC 092 Ven(rL) -0.75 14-15 >718 180 MT20HS 187/143 W B 0.82 Horz(TL) 0.26 10 n/a We Matrix-M) Weight: 226 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3506/1343, 3-4=-2861/1099, 4-5= 2782/1121, 5.6= 2910/1247, 6.7_ 2910/1247, 7-8=-2782/1121, 8-9=-2861/1100, 9-10=-3506/1345 BOT CHORD 2-19— 1272/3166, 18-19— 1272/3166, 17.18=-1272/3166, 16-17=-880/2576, 16-26=-880/2576, 15.26= 880/2576, 15-27=-821/2576, 14-27=-821/2576, 13.14=-1117/3166, 12-13=-1117/3166, 10-12=-1117/3166 WEBS 3-19=0/275, 3.17=-665/433, 5.17=-109/492, 5-15=-309/601, 6-15=-448/380, 7-15_ 309/601, 7.14=-109/492, 9-14=-665/435, 9-12=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; Exp C, Encl., GCpi=0.18: MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 2 and 702 lb uplift at joint 10. 8) 'Semi-ngid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING • Verily dedgn parameters end READ NOTES ON THIS AND INCLUDED rN/TEK REFERANCE PAGE 1119.7472 rev. IG0120IS BEFORE USE Design vdild for use only with MllekO connectors Rds design Is bored only upon parameters stlown. arxj Is for an Individual building component. not a trim system. Before use. trio building designer must vodN the g43ficab11ty of design purometers and Ixoperly hcogxrate this design Into the overall building design. Brochg Indicated Is to prevent buckling or hdWual Iri ss web and/or chord members only. Addillonal temporary and permanent bracing M iTek' is always required for stability and to prevent collapse win possible personal "and propony damage. For general guldonce regarding Ine fabric< lion. storage, delivery, etecllon and bracing of inmnd MISS asystems, seeANSI/TPI I Quality Criteria. OS9-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormaion avcaabxe from frus Rote Institute. 218 N. Lee Shoot. Suite 312. Alexandria. VA 22314. Torrpa, FL 33610 Job Truss Truss Type ty T12304787 W POO79 A06 Hip 2 1 Job Reference(optional) Builders Flriagource, Tampa. Pram Gay, Florida 33556 7 640 a A.W .v cv.. ,.,,. o...0 we,.w., ,,,... ..,.. o ...vim . ID:4xi2SyO5pnperCOHML1091zP836•?ft913VmwZ;0k PJKuXobFtYUWiBlbb8dgN2tyRv00 1-0 6.1.3 11.6• t o 7 7.0-0 22-4.0 27 8-0 33.1E 36 6.13 44 8-0 8.0 45.5.8 5-5.6 54-0 5.4.0 5.56 5.56 S. 4-0 3x4 = 3x8 = Sx6 = 3x8 MT20HS = 3x8 = 3x8 = 2x4 11 5x6 = 3x8 = 3x4 = 3x8 MT20HS = 3x8 = Scale = 1:83.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) -0.77 14-16 >697 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 Horz(rL) 0.25 12 We • rVa BCOL 10.0 Code F8C2014/TPI2007 Matrix-M) Weight: 244 lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc punins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7.18, 7-16 REACTIONS. (ItVsize) 2=1707/0-8-0, 12=1707/0-8-0 Max Horz 2=-176(LC 11) Max Uplift2=-698(LC 10), 12=-698(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3557/1416, 3.4= 3334/1296, 4.5= 3282/1308, 5-6=-2658/1047, 6-7=-2409/1017, 7-8= 2409/1017, B-9=-2658/1047, 9-10=-3282/1309, 10.11=-3334/1297, 11-12=-3557/1418 BOT CHORD 2-20— 1378/3223, 19.20=-1104/2848, 18-19=-1104/2848, 18-27=-784/2548. 17-27=-784/2548, 17-28=-784/2548, 18-28=-784/2548, 15.16= 929/2848. 14-15=-929/2848. 12-14=-1204/3223 WEBS 3.20=-265/290, 5-20=-115/422. 5-18=-605/423, 6-18=-241/741, 7-18=-403/240, 7-16=-403/239, 8.16=-240l741, 9.16=-605/423, 9-14=-116/422, 11-14=-265/291 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=4.2psl; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; 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, With BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 2 and 698 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity dadfin parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7479 rev. IOMIWIS BEFORE USE Design vmkl log use only v lh Mllek®conneclors. Rds design is b ased only upon parameters shown, and Is for an IndlNducd building component. not a fruss system. Before use. the building designer must veAry, the appllcablity, of design parameters and properly hcorporalo this design Into the overall brsdhg design. Brochg Indicated Is to prevent budding of Individual kuss wob and/or chord members only. AdcSlbnal lemporcry crud permanent bachg Mew Is always recµlted for stability and to fxevent collalxe wllh possible personal "grin properly damage. nor general guidance regarding the kAxIcatbn, storage. delivery, erection and bracing of inrssos arid Inns systems, seeANSI/TPI I Quality Criteria• DSB-89 and SCSI Building Component 6904 Parke East SNd. Safety Information ovaiicblle from truss Plate Institute. 218 N. Lee Street. Suite 312. AlexcuuJOa. VA 22314. Tampa. FL 33610 Job I fuss Truss Type ry Tt2304768 W P0079 A07 Hip 2 1 Job Reference(optional) Buddets FuslSource. Tempe, Plant City, Florida 33566 r 640 a Aug 16 2017 MR es indusnles. IOG I s 09 .c yo . ID:4xt2Sy05pnperCOHML1Og1zP836-TrOXwOVOhB8HM67bt2PmKooyGutMwCglM a'xSJyRvOC 1.0 6.9.3 12-t0.10 19-0-0 25.8.0 3t-96 37.10.13 44-0.0 8.0 6.9.3 6.1.6 6-t-6 ".0 6.1.6 6-t6 6-9.3 -0-0 Scale = 1:83.2 5x8 = 5.00 t2 27 5x6 = 12 ivd 20 19 ro 17 16 — 14 13 3x8 2x4 11 30 = 3x8 MT20HS = 3x4 = US = 3x8 MT20HS = 30 = 2x4 11 3x8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.70 16.17 >767 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(rL) 0.26 11 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 244 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2.0 oC puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 6.16, 8-16 REACTIONS. (Ib/slze) 2=1707/0-8-0, 11=1707/0.8-0 Max Horz 2=196(LC 14) Max Uplift2=-695(LC 10). 11=-695(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3542/1345, 3.4= 3057/1159, 4.5=-2998/1176, 5.6=-2476/963, 6.27=-2233/945, 7-27=-2233/945, 7-8— 2477/964, 8-9— 2998/1178, 9-10= 3056/1160, 10-11=-3543/1349 BOT CHORD 2.20_ 1323/3204, 19.20_ 1323/3204, 18.19=-1033/2767, 17-18— 1033/2767, 17-28— 693/2232, 16-28=-693/2232, 15-16=-839/2767, 14-15=-839/2767, 13-14=-1131/3205, 11-13=-1131/3205 WEBS 3-19— 498/320, 5-19=-77/405, 5-17=-722/455, 6-17=-233/609, 7-16=-181/596, 8.16=-721/456, 8.14=-78/405, 10-14=-499/323 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;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) 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.Opst 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.Opsl. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 2 and 695 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. wARNING - vault, design psrametara and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MIF7473 mv. faMWAf6 BEFORE USE Design valld for use only With Milek® cornleclas. fNs design is based only upon parameters shoval. and B lot an Individual building component, not a Intss system Before use. the building designer must verify Iho atxbticablilly of design paameters and properly Incotporate 91fs design Into It* overall building design. Bracing Indicated Is to prevent txtcalrlg of lndMdtal buss web and/or chord members only. Additional lernporary and permanent bracing M!Tek' Is always iectulred for slablllly aid to prevent collapse vnlh possible petsoned hpry and properly damage For genetal guidance rogardlrlg me labrkalion, storage, dolNery, esocllon and bracing of Inissos a d inrss systems, seeANSI/TPI I Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. salary Inlorma8on avdnable from truss Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Tt2304789 WP0079 A08 Hip 2 1 Job Reference o Ronal Builders FitsiSource. Tarrpa, Plant City. Florida 33566 . o+v a nup .o.... «...... ...........a,. ...... • • • wo ID:4xiZSyOSpnperCOHMLIOgIzPS3&x2 vBkWOSVG8_GhnRW?tOKBCIDsfcWubxJUelyRvOB 1 7.53 14.2.10 21-0-0 23.84 30.5E 37.2.13 44 8-0 -8 0 7-5.3 6-9.6 6-9 6 2 8-0 6.9.6 6•&6 7-5.3 -0 Sx8 = 5.00 512 27 5x6 = Scale = 1:83.2 20 19 10GO 17 16 14 13 _ 3x8 3x8 = 2x4 11 34 MT20HS = 30 = 3z8 = 3x4 = 2x4 II 3x4 = 3x8 MT20HS = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.33 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(fL) -0.73 17.19 >737 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(rL) 0.26 11 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 253lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2.6-8 oC puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.17.6-16. 8-16 REACTIONS. (lb/size) 2=1707/0.8.0, 11=1707/0.8-0 Max Horz 2=215(LC 14) Max Uplill2=-692(LC 10). 11=-692(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3513/1318, 3-4=-2951/1106, 4.5— 2824/1120, 5-6=-2292/887, 6-27= 2053/874, 7-27=-2053/874, 7.8=-2294/888, 8.9=-2823/1121, 9-10=-2950/1107, 10-11=-3514/1321 BOT CHORD 2-20=-1310/3172, 19-20=-1310/3172. 18-19=-978/2664, 18-28=-978/2664, 17.28=-978/2664, 16-17=-596/2050, 16-29= 763/2663, 15.29=-763/2663, 14-15— 763/2663, 13-14=-1098/3173, 11-13= 1098/3173 WEBS 3-19=-576/365, 5-19=-85/466, 5-17=-824/510, 6.17=-284/617, 7.16=-242/620, 8-16=-821/510, 8-14=-85/464, 10-14=-577/368, 10-13=0/250 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; BCOL=5.Opsf; h=15ft; Cat. it; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=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 psi 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, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 2 and 692 lb uplift at Joint 11. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vedly design parametore and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE M9.7473 rev. 10,03,2015 BEFORE USE. Design valid for use only with Mltek®conneclors. this design is based only upon parameters shown. and Is lot an trldlvIdual buYding component. not a truss system. Before use. the building designer roust verity the ol)OIcal3f111y of design patanelets and Ixoperly, Incorporate this design Into trio overall orgy. Additional temporary and permanent bracing M iTek' bxeding design. Biaclng Indicated Is to ixevent buckling of indMdu al Iruss web and/or chord members Is always required fa stability and to ixovent collapuf with possBNe personal Injury and ixopeny damage. For general guidance regarding the kxxkallork storage. delivery. erection (tnd tracing of trusses and Inm systems, soeANSI/TPI I Gua91y, Criteria, DSB•69 and SCSI Building Component 6904 Parke East Blvd Safety Information avaliaANe from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tarrpa, FL 33610 Jobfuss Truss Type h' r123o47eo WPoo79 Ao9 common 7 Job Reference(optional) Builders FrstSource. Tamps. Ptsnt City, Florida 33666 7.640 s Aug 16 2017 MTak Industries. Inc Thu Oct 19 09.47:31 2017 Page I I D:4xiZSyOSpriperCOHML 1 Og 1 zP836-PEYHL4Xe0pO?bOG?SREODtKkiZEOI T 1 gb32AByRvOA 1-0 7.10.9 15•1.4 22.4-0 29.6-t2 36.9.7 44.8.0 -8 7.10-9 7.2.12 7.2.12 7.2.12 7.2.12 7.10.9 -0 Sx6 = 5.00 12 Scale = 1-80.1 150 19 io 17 15 `14 — 12 _ 3x8 = 2x4 11 3x8 MT20HS = 30 = 3x8 = 3x4 = 3x8 MT20HS = 2x4 11 3x8 3x8 MT20HS = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.71 BC 0.91 WS 0.76 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) 0.33 17 >999 240 Vert(rL) -0.72 15-17 >744 180 HOTL(TL) 0.26 10 We rVa PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 233 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1.15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7.15, 5-15 REACTIONS. (Ib/slze) 2=1707/0-8-0, 10=1707/0-8.0 Max Horz2=-228(LC 11) Max Uplift2=-689(LC 10), 10=-689(LC 11) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3492/1298, 3.4= •2874/1061, 4.5=-2803/1082, 5-6=-2189/861, 6-7= 2189/861, 7-8=-2803/1083, 8-9=-2874/1062, 9-10=-3492/1300 BOT CHORD 2.19_ 1298/3150, 18-19=-1298/3150, 17-18=-1298/3150, 16-17=-940/2587, 16.26— 940/2587. 15.26=-940/2587, 15.27_ 712J2587, 14-27=-712/2587, 13-14=-1073(3150, 12-13— 1073/3150, 10.12— 1073/3150 WEBS 6.15=-419/1267, 7-15=-865/542, 7-14=-95/484, 9-14=-632/397, 9-12=0/275, 5-15=-865/542. 5-17=-94/484, 3-17=-632/395, 3-19=0/275 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=5.Opsh h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 "It fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 689 lb uplift at joint 2 and 689lb uplift at joint 10. 7)'Semi-rigid plichbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING . Verify dedgn pmracters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS-7473 mv. 1403,2015 BEFORE USF- Design valid for use orgy vAth Mlfelc® Conneckxs. fhls design is Ixised only upon paamelers shown. and Is lot an Individual building component. not wtahimsystem. Before use, the "ding deslarm must verily the applioabllty of design parameters and property klcorlxxote this design Into the overall Ix/lalng design. Biachg Indicated Is to provenl txuckting of individual tabor web and/or chord members only. Additional lemporary and permanent txacing MiTek' is always rectilted for slalAlly and to prevent collapse with possblle personal Injury and property damage. For general guidance regarding the klxlcallon, stotage. delivery. erection and Ixacing of trusses aril truss systems. seeANSI/1PI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information oveilaMe corn truss Plate Institute. 216 N. toe Street. Suite 312. Alexandria, VA 22314 Tanpa. FL 33610 Job Truss Truss Type ty T12304701 WP0070 A010 Roof Special 1 1 Job Reference (optional) ouuues rnsw,w, eyu. rm,,, var, -__----- ID:4xiZSyOSpnperCOHML10g1zP&3frmwqwglq_0627ti9aMglxEOwhNH lsdoaa7G3l9P1uyRv0M 0 6 7.14 12.8.0 14.4 20.9.15 27.2.1 33 8-0 38.10.2 44.8.0 4 -8 4 6 7-14 6.0.2 1 8.0 6-5.15 6 4.3 65 5 2.2 5. 9.14 Scale = 1.84.8 Sx8 11 5.00 12 4 6x8 = 2x4 II Sx8 = Sx8 = 6x8 = e n 12 Ib 20 19 to 17 16 " 14 13 1.Sxa STP = 06 = 5X8 = Sx8 = 2x4 I I 5x8 = 2x4 11 1.54 STIR = 4x6 = 8x10 = 5x8 = 06 = LOADING (PSI) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.31 WB 0.86 Matrix-M) DEFL. Ven(LL) Ven(TL) Horz(TL) In (loc) Well Ud 0.39 16.17 >999 240 0.73 16-17 >735 180 0.15 11 We rVa PLATES GRIP MT20 244/190 Weight: 283 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purilns. 5-7,7-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7.11-5 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpi 8.14 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz2=134(LC 10) Max Uplift2= 585(LC 7), 11=-791(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3798/1374, 3-4— 3708/1406, 4-5=-3894/1672, 5-6=-4154/1875, 6-7=-4151/1872, 7-8=-4151/1872, 8-9= 3074/1481, 9.10=-3348/1542, 10-11= 3852J1750 BOT CHORD 2-20=-1 161/3461,19-20= 972/2876, 18-19= 1250/3548, 17-18— 1250/3548, 16-17=-1593/3972, 15.16=•1593/3972, 14.15=-1593/3972, 13-14— 1517/3526, 11.13=-1517/3526 WEBS 3-20=-325/332, 4-20=-383/703, 4-19=-1017/2245, 5-19=-1973/1017, 5-17=-457/849, 6-17=-433/343,8-16=0/252,8-14=-1101/515,9-14=-359/1001,10-14=-536/344 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=4.2ps1; BCDL=5.Opsf; h=151t; Cat. If: Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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 lb uplift at (ofnt(s) except fill=lb) 2=585, 11=791. 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. O WARNING - Verily dedgn paramaters and REAO NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIF7473 rev. IdGI lOIS BEFORE USE Design valld foI use only w11h Milek0 connectors. Inls design It based only ur»n paromelers shown, aril Is lot an fr Aduaf building component. rat a huss system. Before use. the building designer mml verity the appplcalAlty of design parametersand piop edy IncorPotate the deslgn Into the overall building design. Bracing Indicated Is to prevent txackitng of Individual Inrss web and/or chord members only. Additional temporary and permanent Ixacing MiTeW is always tecµdred fa slotxlity oral to prevent collapse with pos*Ae personal Inhay and property damage For general guidance fegarding the fabrication, storage. yk41very. erecllon aryl bracing of trusses and Irrss systems. seeANSI/1PI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Sudle 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ truss type ry T12304792 W P0070 AW I Root Special 1 t Job Reference (optional) Budders FirelSource, Tampa. Plana Coy. Fonda 33566 7 640 a Aug 16 ZUI 7 MI I eK InaUSUree, Inc. I nu V lY 0:47 "Zv1 / Paye I ID:4xiZSy05pnperCOHML 1 Og i zP836•E7072JPlpO?Znjwsrflffvwv5GuW J3XOINuyHKyRvOL 100 ie•14 11•0.0 14.4-0 ti4.0 22.9-5 29.2.11 3i80 30.10.2 44•&0 4i8.0 0• i9.14 S-2.2 3.4.0 2.0-0 ii5 ii5 ii5 4.2.2 4•g•14 1.4 Scale = 1:84.8 Sx8 = US = 5.0o 12 4 5 5x12 = 3x6 = 5x8 = 12 1$.7tIy 23 22 21 20 19 18 17 16 15 14 3x6 = 2x4 11 US = 15x8 STP = 1.54 STP = 3x6 = 3x6 = 3x6 = 2x4 II HERi9.14 11.0-0 i2.2 14.4-0 3.4.0 164-0 17-e•Q FINN2.0-0 ,•4.0 7.4-0 7U•42 5.4.0 1}a-a 14-0 uv 9.00 Plate Offsets MY)-- 14.0-5-12 0-2.81 15.0-3-0 0-2-41 110.0.5.12 0.2-81 (12:0.3.0 Edged LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.11 14-29 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.28 14-29 842 180 BCLL 0.0 ' Rep Stress Incr YES W S 0.71 Horz(rL) 0.03 12 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 238lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7.15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz2=118(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-276(LC 10). 18=-336(LC 7), 17=-636(LC 11), 12=-333(LC 11) Max Grav All reactions 250 lb or less at joint(s) except 2=606(LC 21). 18=969(LC 1), 17=1246(LC 22), 12=671(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-899/355, 3-4=-396/188, 6.7=-158/545, 7-8=-231/659, 8-9=-231/659, 9-10=-274/233, 10.11=-744/395, 11-12=-1037/585 BOT CHORD 2-23=448/784, 22-23=-348/784, 21-22=-49/319, 20-21=-283/193, 19-20=-283/193, 18-19=-286/192, 17-18=-473/275, 14.15=-186/655, 12.14=-454/923 WEBS 3-22=-522/333, 4-22=-93/336, 4-21=-496/226, 6.21=-196(636, 6-18=-783/383, 7-17=-451/357,9.17=-1084/591,9-15=-88/383, 10.15=-477/217, 10-14=-44/341, 11-14=-304/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf; h=151t; Cat. II; Exp C: End., GCpi_-0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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 20.0psl 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 276 lb uplift at joint 2, 336 lb uplift at joint 18 636 lb uplift at joint 17 and 333lb uplift at joint 12. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING • Varfry dadon parameters and READ NOTES ON THIS AND WCLUOED NfrEK REFERANCE PAGE MR-7473 rev. fa113WIS BEFORE USE. Design valid for use orgy wllh Ml lek®conneckxs. IhIs design 8 based only upon parameters shown. and is for an individ al buldlrlg component, not o hies system. Before use, the building designer must verily the aPWko1AIIy of deslgn dxuameters and lxoPedy Incorlxxote this design Into the overall Bracing Indicated Is to bwlding of Individual truss web and/of chord members only. Additional temporary and permamiril bracing MiTek' building design lxevenl Is always ioclulred for stablilly and to ptevenl collapse Win possible personal Inju ty and Ixopeny damage. For general guidance regarding the 6004 Parke East Blvd. Iaixicatlon, slorage. delivery• etecllon and bracing or trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-a9 and SCSI Bulk" Component Tampa, FL 33610SafetyInformationavc&"e from truss Rate Institute. 216 N. Lee Street, Suite 312. Atexandrlo. VA 22314. Job Truss Truss Type Dty T12304793 WP0o79 AM Roof Special Girder 1 t Job Reference(optional) Builders FirstSourca, Tampa. Plain City, Florida 33566 7.640 a Aug 1 e 2017 Mir ax urausmas. Inc. Thu v 19 ve 47:22 2017 Page 1 I D:4xiZSyO5pnperCOHML 1 Og 1 zPS36-AVVtS?O?L2FH014Fz4n7YK?nu3Z3nyXilhN3MOyRvOJ 1 a 4.9-td 9•0-0 ,2•a0 t6 4-0 t(f 4-0 232.0 28 a0 32.1a0 37-&0 40.10.2 44-&0 4S 4.9-td 4.2.2 3.8•o "a 2•a0 4-ta0 4-t'a 4-ta0 4.,40 32.2 3.9.14 5x8 = 2x4 II 5x8 = 5.00 12 502 = 4 5 6 a 3x6 = 2x4 II 6x8 = 3x6 = 3x8 = Sx6 = 29 28 27 26 25 23 24 22 21 42 43 20 1944 18 45 46 17 16 3x6 = 2x4 II 3x8 = 1.Sx8 STP= 1.54 STP= 3x6 = 20 II 3x8 = 20 II 3x6 = Scale = 184.8 1e o 4q•14 6.00 121-0 i 16.4-0 7.4 21.60 211 xa2.1, 92.1I 3/•e•0 4P162 u•so 4A•14 4.2.2 92-0 13•e0 !4 ar-0 4.211 7.6 4.100 9.2.2 Y9.14 1-0-0 Plate Offsets (Y Y)-- 14.0.5-12 0.2-81 (6.0-5-12 0-2-e1 112.0.3-0 0.2.41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.09 17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(TL) 0.18 17-18 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(fL) 0.05 14 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 242 lb FT = O"o LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oC pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8.0. Ib) - Max Horz 2=98(LC 8) Max Uplift All uplift 100lb or less at joints) except 2=-303(LC 27), 21=-1186(LC 9), 14=-541(LC 9), 24=-376(LC 24) Max Grav All reactions 250 lb or less at joint(s) except 2=659(LC 1). 21=2451(LC 20). 14=1024(LC 20). 24=535(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3— 1083/452, 3-4=-704/371, 4-5=-432/353, 5-6=-432/353, 7.8=-342/879, 8-36=-707/1633, 36-37=-707/1633, 9-37= 707/1633. 9-38_ 310/285, 10.38= 31 O/285, 10-39=-310/285, 11-39— 310/285, 11-40=-1644/938, 40-41=-1644/938, 12-41=-1644/938, 12-13=-1786/976, 13-14=-1949/1027 BOT CHORD 2-29=-430P960, 26-29=-430/960, 27.26=-221/615, 24.25=425/257. 23.24=-425/257, 22-23=-436/260, 21-22=-1125/570, 19-20=-617/1350, 19-44=-617/1350, 18-44=-617/1350, 18.45_ 617/1350, 45-46=-617/1350, 17-46=-617/1350, 16-17=-868/1758, 14-16=-868/1758 WEBS 3-28=-392/262, 4-28=-74/280, 4-27=-269/155, 6-27=-284/690, 6-25=-638/287, 7-25=-267/670, 7-23= 336/302, 7-22=-649/324, 8-22= 206/562, 8-21= 982/550, 9-21=-2099/1099,9-20=-399/1092, 11-20=-1355/701,11-18=0/308,11-17=-172/360, 12-17_ 46/353 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=4.2pst; BCDL--S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide Will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 303 lb uplift at joint 2, 1186 lb uplift at joint 21, 541 lb uplift at joint 14 and 376 lb uplift at joint 24. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 0 WARNING - Vorlry design pemmetant and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ma7473 rev. 1403MIS BEFORE USE. Design valid for use only with h4lekO connectes. this design is based orgy Mean parameters snown. and is for an Individual bulding component not o Criss system. Before nee. the b uilding designer mull verily the applicabilityof design parameters and property Incorporate M design Into the overall building design. Bracing Indicated Is to prevent buckItng of Individual Inns web and/or chard members orgy. Additional temporary and permanent baactng Welk' is always tequlred tot stabllty, and to prevent collapse with poss"a personal k*sy and property damage. For general guidance regarding the fabrication. storage, dolNery, erection and beading of trusses and truss systems, sod-ANSI/TPI I Quality Cdtaida, OSB-89 and SCSI Building Component 6904 Parke East Bad. Salary IMormaSon available Item truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tangs, FL 33610 Job Truss Truss Type tY T,23o47e3 W P0079 A012 Roof Special Gkder t Job Reference (optional) tsurtoers mrsibouice. earnpa. m. t,ny, soar. aa-ieu 10:4xiZSyOSpnperCOHMLIOgIzP636•AVVtS?O?L2FH014Fz4n7YK?nu3Z3nyilIh143M0yRvGJ NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 123 lb up at 25-7-4, 127 lb down and 122 lb up at 27-7-4, 127 lb down and 122 lb up at 29-7.4, 127 lb down and 122 lb up at 31-7-4, 127 lb down and 122 lb up at 33-7.4, and 127 lb down and 122 lb up at 35-7-4, and 223lb down and 213 lb up at 37-8-0 on top chord, and 66 lb down at 25-7-4, 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 lb down at 31-7-4, 65 lb down at 33-7-4, and 65 lb down at 35-7.4, and 266 lb down and 144 lb up at 37-8-0 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1-4=-54, 4-6=-54, 6-7=-54, 7-12=-54, 12-15=-54, 30-33=-20 Concentrated Loads (lb) Vert: 12=-126(F) 17=-266(F) 19=41(F) 36=-88(F) 37=-87(F) 38= 87(F) 39=-87(F) 40=-87(F) 41=-87(F) 42=-42(F) 43=41(F) 44= a1(F) 45=41(F) 46— 41(F) Q WARNING • Verify design perametam and READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. ra03MI6 BEFORE USE. Design valid tot use only with M Iek® connectors. R* design Is based only upon parameters shown. and Is tar an trxlMdal building componenl. not a kus syslern. Before use. the Ixrltc" designer must verity the ai4Aicabllty of design 1xiramelors and properly hcotporalo Ihf3 design Into the overall txgaing design. Bracing Indicated Is to prevent buckling or Individual truss web and/or chord members only. Additional tempotary and permanent bracing M iTek' is always required for stability and to prevent collapse wllh possible personal Inhtry and progeny damage• lot general guidance regarding the fabacallon, storage. delivery. erection ancf bracing of Irtmos and Inra syslerns. soeANSI/TPI I Quality Criteria, OS8-E9 and 8C61 Building component 6904 Parke East Blvd Safety Intonmadon available Rom truss Rate Institute. 218 N. Lee Street. Stile 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss runs ype ry PlyJob T12304794 WP0079 A013 Hip Girder 1 tI Reference (optional) Builders Fasrsource. f arnpa. Ydm csy. Flonaa 3;155e o aiv tea• ""'• •,," `^-, • • ".• ."' "' • • • 10:4xr2SyOSprtperCOHML 109 1 zPS36-ei3GgLRd6LN8eBIRXnIM5XY 12TvH W Oks_L7dufyRvOl 140 3.9.14 700 10-9.15 14.6.1 18.4-0 21.6.2 25.4-0 1-0-0 3.9-14 3-2.2 3-9-15 3.8.3 3.9-15 3.2.2 3.9-14 5X8 = 20 11 3x8 = 4x6 = 5.00 rl2 Scale = 1:46.2 i:j—= ja 3x4 = 2x4 11 3x4 = 3x4 = 3x8 = 2x4 11 1.5x8 STP = 2x4 11 30 = 6x8 = 3.9.14 700 10.9-IS 146.1 1 1800 14 410 21 &2 1 2S-4-0 3.9.14 Plate Offsets (Y Y)-- 3-2.2 14.0.5-12 0-2-81 3.9.15 3-Up row-1J v-a•v s-rc a•a•w LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 0.09 15 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(rL) 0.1513.15 999 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.87 Horz(TL) 0.05 11 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 128lb FT = O*S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9= 180/0.8.0, 2=1021/0-8-0, 11=2597/0-8-0 Max Horz2=88(LC 8) Max Uplift9=-303(LC 19). 2=-507(LC 8). 11=-1192(LC 5) Max Grav9=204(LC 12), 2=1031(LC 19). 11=2597(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1977/947, 3-4=-1792/893, 4-23=-1448/742, 5-23= 1448(/42, 5-24=-1448/742, 6.24_ 1448/742, 6-25_ 434/1064, 7-25=-434/1064, 7-8=-473/1143, 8-9=-426/908 BOT CHORD 2-16=-883/1783, 15-16=-883/1783, 14.15=-773/1658, 13-14=-773/1658, 13-26=-237/564, 12-26=-237/564, 12-27=-237/564, 11-27=-237/564, 10-11=-824/415, 9-10=-824/415 WEBS 4-15=-144/509,4-13— 280/154, 5-13=-394/342,6-13=-569/1152, 6-12=0/275, 6-11=-2029/964, 7-11=-763/454, 8-11=-349/220 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=4.2psh BCDL=5.Opsh h=1511; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psi 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 303 lb uplift at joint 9, 507 lb uplift at joint 2 and 1192 lb uplift at joint 11. 7) 'Semi-dgid 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) 173lb down and 214 lb up at 7-0.0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11.0.12. 87 lb down and 110 lb up at 12.8-0, 87 lb down and 122 lb up at 14.3.4, and 87 lb down and 122 lb up at 16-3-4, and 173 lb down and 214 lb up at 18.4.0 on top chord, and 309 lb down and 142 Ib up at 7-0-0, 65 Ib down at 9-0.12, 65 lb down at 11-0-12. 65 lb down at 12.8-0, 65 Ib down at 14-3-4, and 651b down at 16-3-4. and 309 Ib down and 142 Ib up at 18.3-4 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 (8). LOAD CASE(S) Standard Continued on a e 2 O WARNING - Verify doafyn parnmotara and READ NOTES ON TNIS AND INCLUDED MffEK REFERANCE PAGE M11.7173 rov. laW/2015 BEFORE USE. Design valid for use only with MIIekS conneClas. 8ls design is based only upon pmainelers shown. and Is lot an Indlvkkal txAtlUlg component, riot a truss syster n Before use. the IxAlding deslgror must verify the aln9lcatAlly of design parameters and proporfy hlcorpotale this design Into Ito overall building design Bracing Indicated Is to prevent budding of Indlvkkraf truss web and/or chard members only. Additional lemporary and permanent bracing M iTek' Is always required foe stability and to prevent collapse with possible petsoral hpay and property damage For general guldonco regarding the laLxbotbn stowage. delivery. otection and [racing or frames and truss systems, seeANSI/FPI I Quality Criteria, DS8.69 and SCSI 8u11ding Component 6904 Parke East Blvd. Safety Information avalk"e from truss Plate Institute. 218 N. Lee Street. Sulle 312. Alexonddo. VA 22314. Tarrpa, FL 33610 Job Truss Truss Type tY 712304794 WP0079 A013 Hip Girder 1 1 Job Reference (optional) tsueaers t felsource. u arrpa, riam %,ay. rowan s,uoo I D:4xiZSyO6pnperC0HML 1 Og t zP836-ei3GgLRd6L48eB(RXnIM5XY 12Tv4WOks_L7;uryRv0I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-7=-54, 7.9-54, 17-20=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 14=-41(F) 15=-309(F) 13-41(F) 5=-87(F) 12=41(F) 6=-87(F) 11= 309(F) 23=-87(F) 24=-87(F) 25— 87(F) 26=-41(F) 27— 41(F) I& WARNING - Verfly do49n Peramofers end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M0-7179 rev. 1000=0IS BEFORE USE. Design vaild for use only with Mllek® connectors. M design is bossed only upon Parameters shown. and Is for an Indivtchat building component, not a truss system. Before use, Ina IMIci ng deslgnnr must verify the ap"Ica bllty of closign paaneters curd Ixopody Ineorporato it* design Into the overall brNding design Bracing Indicated Is to lxavoni buckling of InclWual truss web and/or chord mombxers only. Addlllonal temporary and permanent bracing MiTek' to always tecaired for stability and to prevent collapse with possible personal Irnfuey and property damage. For general guidance fegarcIng the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSIIM I Cuatiby Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltabte from Truss Plate Institute, 218 N. lee Street. Sulte 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Typo H Tt23047e5 WP007S CJ1 Jack -Open t0 1 Job Reference o ttonal PBuildersFirslSource. Tampa. Plant City. Florida 33666 7 640 a Aug 16 2017 MTek Industries. Inc. Thu Oa 1. 09 47.31 —17 age I I0.4xfISyO5pnperCOHMLIOgIzPS36-PEYHL4XeW?bOG ?SREODIUbinGOCKIgb32A8yRv0A 1-0.0 14Y11 1-0-0 1.0.0 2x4 = LOADING (psi) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr 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=10/Mechanical, 2=113/0-8.0, 4=4/Mechanical Max Horz 2=42(LC 10) Max 1Jplift3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1). 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 DEFL. in loc) Udell Ud PLATES GRIP Ven(LL) 0.00 5 999 240 MT20 244/190 Ven(TL) 0.00 5 999 180 Horz(rL) 0.00 2 rVa n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C: Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone: cantilever left and right exposed; end vertical left and right exposed;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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 9lb uplift at joint 3 and 74 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE MI1-7413 rev. ItLA MIS BEFORE USE. Design vales for use only vAth MIk.4e8connectors this design is based only upon parameters shown, ana Is lot an hxllvkkal building component. not a truss systern. Before use. the building designer must verify the applicability of design parameters and properly hcorperate this design Into the overall Wilding design Bracing Indicated Is to prevent budding of Individual truss web and/of chord members only. AddlbrxA temporary and permanent Ixaclng MiTek' Is a iwoys required for stability and to prevent collapse with pesstNe persona "and property damage. For genotal guidance regarding the fobtkatbn, storage. delivery erection and tracing of trusses and tnrA systems. seeANSI/1PI I Guetlfy Criteria, OSS•69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute. 216 N. Lee Street. Suile 312. Alexandria VA 22314. Tampa. FL 33610 Job I russ Truss Type ry N T12304796 wpoo79 - CJ3 Jack -Open 9 1 Job Reference (optional) tsuaaare ruswource, Tampa. rmm r.xy, raaaa JJaoo- • -a •---....... ^ _ ..._ --' '- -- .- - -o- 10:4xi2SyO5pnperCOHMLIOgIzP036-PEYHL4Xe0pOibOG_?SREQOtUbinbOCKIgb32AByRvOA 1-0-0 3-0-0 1.0-0 3.0.0 Scale = 1:10.9 2x4 = 300 300 Plate Offsets (XY)-- 12.0-1-14 0-0.101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(rL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(rL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-8-0, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uphtt3=-56(LC 10), 2=-89(11_C 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL=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 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 0 WARNING - Vorlly doeryn paramoters end READ NOTES ON THIS AND WCLUDED MIIEK REFERANCE PAGE M6.7473 rev. I MSMI6 BEFORE USE. Design valid for rise only vAth MIIek®conneclors. Ills design Is based only upon parameters shown, and Is for an Individual buldino component. not a grtrss system. Before rise, the Ixdlddng designer mtal verily the applbalbBlty of design parameters and properly Incorporate link design Into the overall building design. Brocing Indicated is to prevenl txrcaing of grdllvidtKd Inrss web ar d/or chord members only Additional lemporary and permanent tracgrlg MiTek' is always required for slabAlly and to prevent collapse wllh possUe personal grW1ty and property damage. For general guidance regarding the lalx1cotkxl, storage, delivery. erection and btoclrlg of trusses and tnrss sVslems, seeANSI/V1I Quality Criteria. OSS-69 and BCSI flu0dgrtg Component 6904 Parke East Blvd. Salary Information available groin truss Rate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 3300 Job Truss Truss Type ry r,23o4797 WP0079 CJ3A Jack -Open 1 f Job Reference(optional) Builders FirsiSoutce, Tampa, Plard City. Flotida 33566 7.640 a Aug io 20i t mn ex mausaroa, mc. i v Ow.4 ry ye , ID:4xiZSyO5pnperOOHML 109 1 zPS36-tO6fZQYG6WsDZrAYAyTyRQf256T7fa83Fobiey,Rv09 3- 0.0 t- as 1-n•11 Scale = 1:10.9 5 axe II 1. 5fe STP= 1-a5 1-D- 5 3-0- 0 1.11. 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.10 Ven(LL) -0.00 4.5 >999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 4-5 >999 ISO BCLL 0. 0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 We Na BCDL 10. 0 Code FBC2014frP12007 Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins, 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=103/0.8-0, 3=70/Mechanical, 4=33/Mechanical Max Horz 5=42(LC 7) Max Upl1It5- 38(LC 10), 3=-66(LC 10) Max Grav5= 103(LC 1), 3=70(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18, MW FRS ( envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 38 lb uplift at Joint 5 and 66 lb uplift at Joint 3. 7) ' Semi - rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO - Verity design perametwe and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M9.7479 rev. 140=15 BEFORE USE. Design valid tot use only with Hfek® connectors this design Is based only upon parameters Mown. and is for an Individual building component, tat a Intersystem. Before use. the bxdtdkho dosignei must verity the appllcal tty, or design parameters and property taorporale thk design Into the overall buAalng design orating Indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent btacthg Welk' is always rectudred for stability and to p iovent collapse with poss@ble personal k*ay and p iopedy damage. For goneral guidance tegarding the lab li alktn, storage. ckrNery. erecllon and bracing of trusses and Inns systems sheANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlablo tom huss Rate InsIIMe. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Typo ry T,23o47ee WPOO79 CJ5 Jack -Open 1(' Job Reference tional Bllrldere 1-rret5ourca, r et14e. Plan, rJny, mrica 33aaa , wv a nvy ,v cv,. ,..,,.. .,,..,,,,,......». ...,. .,.... .,. -, . ,.v_ . IDAxt2SyO5pnperC0HML10giW94Z fZ0YG 6WsD2rAYAyTyROd85507faB3FobieyRv09 1-0-0 5-0-0 1-0-0 5-0-0 20 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20,0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 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=100/Mechanical, 2=274/0-8-0, 4=45/Mechanical Max Hor[2=131(LC 10) Max Uplift3=-98(LC 10), 2— 125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1). 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:IS. 1 DEFL. In loc) I/dell L/d PLATES GRIP Ven(LL) 0.02 4-7 999 240 MT20 244/190 Ven(TL) 0.04 4-7 999 180 Horz(TL) 0.00 2 We n/a Weight: 17 lb FT = 00% 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: Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; 8CDL=5.0psh h=1Sit; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING- VeAry dedfin Parameters and READ NOTES ON THIS AND INCLUDED hMK REFERANCE PAOE M11.7473 mv. IdOlVOIS BEFORE USE Deslgr1 valld lot use only vAO1 Mltek®connectots. Rnls deslgn Is based only upon parametersshown, and Is for an individual building component. not a truss system. Before use. the building designer must verify the applical%ity of design parameters and Ixopedy Incorpacrte this design Into the ovetal building design. Bracing indicated Is to prevent bucalnp of individual Miss web and/ot chord members only. Additional temporary and permanent liq Ing M iTek7 Is always tedKdred tot stability and to prevent collapse wllh possible Personal r*fy and property damage. For general guidance regarding the fab0callon. storage, delivery, erection and btctclrg of tnrsses and truss systems. seeANS1/TPI I Quality Criteria, DSB-&9 and &CSI Building Component 6904 Parke East Blvd. Safety Information avalla le hem Russ Rate Institute. 218 N. Lee Street. Sullo 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Typo ty N WP0079 CJSA Jack -Open 1 f Job Reference(optional) T12304799 tiudders I-xsrsource, p ampa, Ham cay, monaa saaoo , ....tl ... .......,..., ...- --.. _ __.... __.. . I D:4xi2SyO5prperCOHML t Og 1 zP836-Ldg2 mm2ulOej rjOM6tU iVeyncVOys6pKHvYSE4yRvOB 3-0.5 5-0-0 3-0-5 1.11.11 SM17,7 6 1.SxS STP = 3x4 II Scale a 1.16.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.03 4.5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.07 4.5 826 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 3 n/a We BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=177/0-8-0, 3=122/Mechanical, 4=55/Mechanical Max Harz 5=66(LC 7) Max Uplift5=-74(LC 10), 3=-107(LC 10) Max Grav5=177(LC 1), 3=122(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0.0 oc pudins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18: MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi 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 74 lb uplift at joint 5 and 107 lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING- VoNy dedyn P&m7lefere and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MR-7473 MV. 1862MIS BEFORE USE. Design velld far use only wtm fAlek®conneclors. Ms design Is based only upon parameters shown. and is loran Individual bulding comtponenl, nol a Was system. Below use. the building designer must verify the apOlcablilty, of design parameters and ixopedy t ncogxxate this design Into the overall building design. WacN Indicated Is to prevent buckling of Indlvk0.xa truss web ands/or chard members only. Additional lemporary and permanent bracing MiTek' is always required for stability and to prevent collapso Win possUe personal Irytny and Ixopeny damage. For general guidance tegaidlrlg the fabricaikxn, storage, dellvery, erection and bracing of trusses and truss systems so0ANSI/TPI I GuaOty, Criteria, DS8-89 and SCSI Bulldfrlg Component 6904 Parke East Blvd Safety Information avallablle from truss Plate frttlitule. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job I toss Truss Type ry T12304900 WP0076 EJ7 Jack -Open 23 1 Job Reference tional Buddets FirsfSource. Tampa. Plant Cay, Flottda 33566 7.640 a Aug 16 2017 MiTak Industries. Inc. Thu Oct 10 09:47 33 2017 Page 1 10AxiZSyO5prperC0HML 109 1 zPS36-Ldg2mm2utOelrjOM6tUiVeykSVOMs6pKHvY8E4yRv08 1 1 7-" 3x4 = LOADING (psi) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 7.0 Lumber DOL 1.25 BC 0.36 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. (Ib/size) 3=141/Mechanical, 2=366(0.8-0, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except When shown. Scale = 1:20.6 DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0.06 4-7 >999 240 MT20 244/190 Ven(fL) -0.16 4-7 >537 180 Horz(TL) 0.01 2 rVa n/a Weight: 23lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDI-=4.2psi; BCDI-=S.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed (or a 10.0 psi 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 164 lb uplift at join( 2. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWO - Verify dadgn parameters and READ NOTES ON THIS ANDWCLUDED Ml7EK REFERANCE PAGE MIF7473 rev. 1002MIS BEFORE USE Design valid lot use only with Mllek®conneclors. This design is based only upon parametersshown, and is for an Individual building component, not a Inns system. Before use. rho building designer must verity the applicability of design parameters and property Incorporate this design Into the overall budding design. erochg Indicated Is to prevent lxtclding of Individual truss web and/or chord members only. Additional temporary and permanent lxaclng M iTe k' Is always required for stability and to peVeni collapse with possible personal Inlury and property damage. for general guidance tegaidino tine fabilcotkm, storage. delivery, otectian and bracing of trusses and buss systems. seeANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Insillute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tempa. FL 33610 Job rues Truss Type ry T12304601 WPOO79 - EJ78 Jack -Open 1 1 Job Reference (optional) MOWS rvtrsource, r anpa. rram soy. ron— aaaoo .. _ .._v ... _.. ...___...__...._ ..._ --.. - -- _. _ _ -- - - _ -o- ID:4xiZSyO5pnperCOHMLIOgIzP836-gpEO 6ZXWkmaSt?Ygb?xl6VvmvIWbZ3UWZHrnWyRv07 7-0-0 r 7-0-0 Scale = 1 20.6 30 = 700 700 Plate Offsets (XY)-- 11.0.0-10 Edgel LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) -0.06 3.6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ven(TL) -0.16 3-6 >525 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 22lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5.8-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=310/0-e-0, 2=142/Mechanical, 3=62/Mechanical Max Horz 1=151(LC 10) Max Upliftl=-125(LC 10), 2=-124(LC 10) Max Gravl=310(LC 1), 2=142(LC 1), 3=106(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=S.Opsf; h=15ft, Cat. II; Exp C, Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 lit 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 125 lb uplift at joint 1 and 124 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - veditr dedgn parametart and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. IM312016 BEFORE USE Design valid tot use orgy with MI lek0 connecters. Ms design is dosed only upon potameters spawn. and Is for an Individual building component. not a lam system. Before use. the building deslgnor must vedfy the dplplldablity of design parameters and ixoperdy Incoporale ttnb design Into Ine overall building design. Bracing Indicated Is to prevent btrclding of IndlvbdaKl Innis web and/or chord members only. Additional temporary and pormarent bracing WOW Is always regbdred far stability and to Ixevent collapso with possible personal Imlay and property damage Fo general guidance tegard ing the Iabdcallon, storage. delivery. erection and bracing of trusses oral Imm systems, swANSI/TPI I Quality Criteria. OSS-89 and 6CSI Building Component 6904 Perk* East Blvd Safety Information avallatxe from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Ply T12304802 W P0079 HI Rool Special Girder 1 1 Job Reference (optional) Builders FkatSource, Tanga, Plant City, Florida 33666 7.640 a Aug 16 2017 MTak Industries, Inc. Thu Oct 19 09 47:35 2017 Page 1 ID:4xr2SyO5pnperCOHML1OglzP836.1?ooSSa9HIuR41alElWAa3246J?OKppolDlFJzyRvO6 i-0-0 3.9.14 7-0-0 10-9.15 14.6.1 18.4*0 20.4-0 25.4-0 1-0-0 3-9.14 3.2.2 3-9.15 3 8.3 3.8.15 2 0-0 5-0-0 5x8 = 2x4 11 3x8 = 06 = Scale = 1:47.0 5.0o 12 4 21 5 22 6 23 7 _ 3x6 = I 3x4 = 20 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP NO.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 19 3x4 = 34 = 12 „ 1.Sx8STP= 30 = 6x8 = to 1.Sx8 STP = 2x4 II CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TC 0.49 Vert(LL) 0.08 16 >999 240 MT20 244/190 BC 0.60 Vert(TL)-0.1514-16 999 ISO W B 0.86 Horz(TL) 0.05 12 IVA rVa Matrix-M) Weight: 137 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10— 175/0.8.0, 2=1029/0-8-0, 12=2568/0-8-0 Max Horz2=132(LC 7) Max Uplift 1 0=-293(LC 19), 2=-492(LC 8), 12=-1223(LC 5) Max Grav 10=193(LC 6), 2=1038(LC 19), 12=2568(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1993/911, 3-4=-1809/863, 4.21=-1476(747, 5-21=-1476/747, 5-22=-1476l747, 6.22=-1476l747, 6-23=-462/1004, 7-23=-462/1004, 7-8=-495/1068, 8-9=-3781796, 9-10=-148/332 BOT CHORD 2-17— 859/1798, 16-17=-859/1798, 15.16=-804/1673, 14-15=-804/1673, 14-24=-307/603, 13-24=-307/603, 13-25=-307/603, 12-25=-307/603, 11-12=-826/421 WEBS 4-16=-141/509, 4-14=-262/167, 5-14=-394/342, 6-14-532/1134, 6-13=0/279, 6-12=-2012/963, 7.12=-708/443, 8-12=-294/146, 8-11=-134/438, 9-11=-882/422 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=5.0psf: h=151t; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone; cantilever tell and right exposed; end vertical left and 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 293 lb uplift at joint 10, 492 lb uplift at joint 2 and 1223 lb uplift at joint 12. 7)'Seml-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) 173 lb down and 213 lb up at 7-0.0, 87 lb down and 122 lb up at 9.0.12, 87 lb down and 122 lb up at 11-0.12, 87 lb down and 122 lb up at 12-8.0, 87 lb down and 122 lb up at 14.3-4, and 87 lb down and 122 lb up at 16.3.4, and 173 lb down and 213 lb up at 18-4-0 on top chord, and 307 Ib down and 137 lb up -at 7.0-0, 65 lb down at 9-0.12, 65 lb down at 11-0-12, 65 lb down at 12-8.0, 65 lb down at 14.3.4. and 65 lb down at 16.3-4, and 307 Ib down and 137 Ib up at le-3-4 on bottom chord The desigrVselection 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 Continued on oaoe 2 Q WARNING • Vorlry dodgn Peramefera end READ NOTES ON TIM AND INCLUDED WTEK REFERANCE PAGE M07473 rev. 18022016 BEFORE USE Design valid for use ordy vnth MI1ekS, connectors Inls design Is txsed only upon paametem stlown. and Is for an hdlNdual building cornporlent, not a huss systoin. Before use, Ito Ixdlding destgnut must verify the cq)IAIcabWy of design parameters and 13iopefly kncugxxate title design Into the overall building design Bracing Indicated Is to Ixovonl bxlcklkng of Individual buss web and/or chord moinbers only. Additional temporary and pormonenl bracing WOW is always required for sloblllly and to prevent collapse with possmle personal May and property damage For general guidance regarding the fabrication. storage, dellvery, erection and txacing of Irtmes and Iniss systems, seeANSIfFPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avaliubte korn truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 33610 Job rusS ruSS ype ry ply T12304602 W P0070 Fit Roof Special Girder 1j 1I Job Reference(opbonal) Builders F451Source. Tampa. Plant Gny, Florida 33566 r Oil! a A.9 re ev17 MiIOk i-iu .... 4. . - 1- cv r doe 10:4xiZSyO5pnperCOHML1Og1zP836-I?ooBSa9H1uR41alE1WAa324BJ?OKpp ID1FJz;F1 06 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.7=-54, 7-8=-54, 8-9=-54, 10-18=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 15=-41(F) 16=-307(F) 14=-41(F) 5= 87(F) 13_ 41(F) 6=-87(F) 12=-307(F) 21=-87(F) 22=-87(F) 23=-87(F) 24=41(F) 25— 41(F) A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M/F7473 rev. IM MOIS BEFORE USE Design vaild for use only with Mllek®conneclors Ihls design is based only upon parameters shown. and Is lot an trtcllvidual building component. not a Iniss system. Before use, the brdlding designer must verity the applicability of design parameters and properly Incogorale, Btk design Into the overall building design Bracing Indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always teeTsered for stability and to prevent collapse wllh possible personal ft*ffy and property damage. For general guidance regarding the falrk;alkm, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Rate Inslllute, 216 N. Lee Street. Sul le 312. Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type oty ply T12304803 W P0079 HJ7 Diagonal Hip Girder 5 t Job Reference (optional) tsuaaer8hiisizouice. ian4a. rra i—Y,--ii Jioo • ^--••-s •---'• •-"'-""'---"'-- ---' - ---- ID:4xiZSyQ5pnperC0HML1 Og 1 zP836-mCMA0obn26liB9xn01 P7HaHLlOy3P2mztmprPyRvO5 1.5.0 5.2.9 9.10.1 1.5-0 5.2-9 4.7-8 Scale = 1 21.1 5.2.9 4-7-8 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 033 Ven(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(rL) -0.09 6-7 >999 , 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(rL) 0.01 5 n/a rVa BCDL 10.0 Code FBC20141rP12007 Matrix-M) Weight: 41 lb FT = Oe/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4.1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=115/Mechanical, 2=481/0-10-15, 5=295/Mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11_ 779/300, 11-12= 752/303, 3.12=-720/309 BOT CHORD 2.15=-399f721, 15-16=-399f721, 7-16= 399f721, 7-17=-399f721, 6.17= 399f721 WEBS 3-7=0/253, 3.6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=151t; Cat. 11; Exp C; Encl., GCpf=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed; end vertical left and right 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 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will tit 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 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6) 'Semi -rigid pilchbreaks 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) 14 Ib down and 14 lb up at 1.4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15. 27 lb down and 54 lb up at 4-2.15, and 44 lb down and 103 lb up at 7-0.14, and 44 lb down and 103lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8lb down and 1 lb up at 1-4-15, 9 Ib down and 0 Ib up at 4-2-15, 9 Ib down and 0 Ib up at 4.2-15, and 24 Ib down at 7-0-14, and 24 Ib down al 7-0-14 on bottom chord. The deslgrVselec(ion 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=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F= 6, B=-6) 17=-34(F— 17, B=-17) Q WARNING - Verily design perimeters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE 1107473 rov. fa*3, OfS BEFORE USE. Design, vaikl for use only Wirt lAtek®conneclors this design is based only upon parameters snows. and is for an IndhMkial bowing component. not a Iniss system. Before use. the bullablp designer mist verity the ar)Oicabillty, of design parameters and txopedy Incorpowle tnls design Into the overall building design. Bracing Indicated Is to prevent bucldrlg of IndWltlral Miss; web and/or chord members only Additional temporary and permanent L-AGC g M iTeW Is always recµlred rot stability and to prevent collapse vAth possible personal k*fry and property damage For general grldalce regarding the fabficatlon, storage. delivery. erection and bracing of hisses and inns systems, seeANSI/1PI I Quality Criteria. DS8.89 and SCSI Building Component 6904 Parka East Blvd. Safety Information avallabble from truss Rate Institute. 218 N. Lee Street, Sulte 312. Alexandria. VA22314. Tampa. FL 33610 Job rus Truss Type ry T,23o4604 WP0070 V3 Volley I Job Reference (optional) 7 PBuildersFirstSource. Tempo. Plant City. Florida 33566 7 640 s Aug 16 2017 MTsk Industries, Inc. Thu Oct 19 09.47 36 201 eve 1 ID:4xiZSy05pnperCOHML 1 Og 1 zPS36-mCMAOobn2L01iBgxnOI P7HaLLiUi3TZmztmprPyRv05 3.2.8 3-2-8 Scale = 1:9.6 2x4 !.;- 20 II LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rJa rda BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc puffins, except SOT 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) 1=85/3.1.14, 3=85/3-1-14 Max Horz 1=57(LC 7) Max Uplitt1_ 36(LC 10), 3=-47(LC 10) FORCES. (lb) - Max CompJMax. 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=5.Opsf; h=151t; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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 36 lb uplift at Joint 1 and 47 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE A07473 rsv. raWMIS BEFORE USE. Design vdkl lot use orgy wilh MlleM Conneclas. this design Is based only ulm parameters stwwn. and Is tot an IndMchlal twlding component. not a Intss system. Belore use. the building designer must verity the aplxlcatAIN of design ixuamolers and properly Incorywrale tilt design Into the overall only. Additional lemporary and permanent Ixoctng WSWb,Adng design. Bracing Indicated Is to prevent bucMing of Individual trim web and/or chard members is otwoys uiyuired lot slcdAlly and to prevent collq:rse %Ain possible persond h,pay and property damage For general guidance regarding the falxicatlon, slotcrge. dellvery. erection and txcarng of trusses and Inm systems. seeANSI/1PI I Quality Cdtsrla, OSS-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from truss Plate Inslllule, 218 N. Lee Street. Sulle 312. Alexondda. VA 22314. Tanga. FL 33610 Job runs Truss Type oty ply T12304805 WP0079 v5 valley 1 t Job Reference (optional) Raiders FustSource, Tarrpa. Plant Crty, Florida 33566 r o s Waif w cv. r m.. e. ...duo...00. ...c. ..... ,........ . wo . ID:4xr2SyO5prnperCOHMl1Og1zP838 W&AOobn2LO11B9xn01P7HaIM853T2mztmprPyRv05 5.2.8 r 5-2.8 2x4 II 2x4 i 2X4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) n/a n/a 999 Vert(TL) IVA rVa 999 Horz(TL) 0.00 3 n/a We LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (IWsize) 1=159/5-1-14, 3=159/5-1-14 Max Horz 1=105(LC 7) Max Upliftl=-67(LC 10), 3— 88(LC 10) FORCES. (lb) - Max. Comp.(Max Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:14.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 00% Structural wood sheathing directly applied or 5-2-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140Mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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.Opsl 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 67 lb uplift at joint 1 and 88 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING. VOAty design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 61I167473 rev. 1602,2015 BEFORE USE Design valid for use oNy vAlh Mllek® connectors. Rris design is tamed only upon parameters shown. and B for an MdMdal bidding component. not a Inas system. Beforo use. the Ixllcling designer must verity the (40leablity, of design ixuarneters and Ixoix:dy Incorporate this design Into the overcil Additional temporary and permanent tracing MiTek' budding design. WackV IrKllcated Is to prevent buckling of kxllvldLK9 trust web and/or chord members orgy. is always required lot stability and to prevent cotiapso wllh possible persorwl Way and Ixolxady, damage. For general guidance regarding the fabrication. stopone, delivery, erection arks bxacing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, OSS-89 and 8CSI Building Component 6904 Parke Ess1 Blvd. Safety Information available from truss Rate Institute. 218 N. Lee Street. Suile 312, Alexarndla. VA 22314. Tampa, FL 33610 Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 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. V/1 dr For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. 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 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP 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' MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 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 on 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 moteriols on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and ail other Interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone 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 M 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 comber for dead bad 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 oil 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 alter 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 risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. PALM ER ELECTRIC Ashton Woods Homes Winter Haven, Lake Wales, Seminole 1981 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011- 220.82(Cl(31- (4)t ZONE COMPRESSOR SIZE t 3.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER l 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD 1I. GENERAL LOADS INEC 2011 - 220.82M)(11- Ml CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4 99 KVA 10.39 KVA LIGHTING 1981 Sq Ft @ 3VA/Sq. Ft 5.94 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN(1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AW POOL CIRCUIT 7.20 60AW POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.44 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.58 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(Blt 20.58 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.58 KVA TOTAL DEMAND LOAD INEC 2011 - 220.82(Al) 30.96 KVA MINIMUM SERVICE SIZE 129.01 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # ## 1 7- 3 1 9 2 Project Location Add 3\LoINc SANFORD 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.floridabuildin4.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 Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofina Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les 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 Lomanco Aluminum Roof Louver FL3792-R8 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 T. Structural Components Wood Connectors / Anchors Truss Plates En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online Business & 1 Professional Regulation acts Home I Log in I User Registration I Hot Topics I submit Surcharge I Stats & Facts I Publications I FBC Staff I Gas Site Map I Links I Search b a r i Product Approval USER: Public user r:rt:"::Syrfr; Product Approval Menu > Product or Application search > Application List > Application Dotan I, OFFICE CF rHE FL # FI-15000-R2 SECRETARY Application Type Revision Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rlckw@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 Florlda Professional Engineer 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. I Validation Checklist - Hardcopy Received Certificate of Independence FL1S000 R2 COI Certificate Of Independence, adf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 200S ASTM D1929 1996 ASTM D2843 1999 ASTM D63S 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 199S TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://Roridabtdiding.org/pr/pr app dtl.aspx?Wam=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a/*2fuCfc2MRiSC82w%3da/o3d 1/3 GOM17 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted OS/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/OS/2015 Date Approved 08/19/201S FL # I Model, Number or Name Description 15000.1 j"Fiber-Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 Ii INST 15000.1.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'T part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic' or 'Smooth -Star' 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other- See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 iI INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:/MoridabLilding.org/pr/Pr_app dtl.aspx9param=wGEVXQwiDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8°,62fuCfc2MRiSC82w%3d°,63d 2/3 61942017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 II INST 15000.5.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.S.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Flber-Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.6.Ddf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of '1' part number doors, which have been stained or painted within 6 months of Installation.) Uaclr Wext Contact Us :: 2601 Blair Stone Road. 7bllahassee FL 32399 Phone: 8S0-4137.1824 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 a -mall 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 SS0.487.Ins. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalis 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 4SS, F.S., please click here . Product Approval Accepts: E-® Credit Card Safe https://noridabtAlding.org/pr/pr_app dtl.aspxTparam=wGEVXQwtDq S73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8°b2fuCfc2MRiSC82w%3d°k3d 3/3 too. EXTERIOR F4 RNI o e-I INTEMOR 36W" DOOR (HORZOMML CROSS SEIMON PANEWIDTH DOOR PANELD E310 cr DOOR PA -An Fiber aasxfc efi rw 02/24/12 C WAD NXa CABER CLISSiC) R =) vmnm CRM =mom " lK . 9 v Dow W&L aoc un vs mum =4 FL-1=0.3 01, SmEff 3 w 12 1.; 2, MIN UTCLASSFr GLASS THK Cwe 0 Gi 18• iQ$ CiASS 1 mill` as r 119" MAX _ PANG WID74 7.)27MAX D=.W101N Os o 0a 1 SIDEUTE PANEL Smooth star ALR SPACE SPEW GLASS I: as Lli?a : — 1/ a14R - Q « a a ffill. In Molt 1 JCCMWOMAL CROSS SECnON 4 SlDaM PANEL 12W @PLASTIC UP UlE FP.4MtFXIRLID( PVC TLPIASTIC L U)E FRWE MODSNCCLASS THK 1 8 TEWfPEFM CLASS AIR SPACE TE' AIPERED GLASS E ) 2 VOM LL CROSS SWMM ~ I I ( SMUJTE PANEL _ 1. Spoc)np for Rem #19 dl #41 (fRe home aaew) swn N.TS Ii$ as fdlow¢ From the bottom up on aldeg &S MrISf -I with (7) mare speeod at 9.075' as !hers om (2j JK easws both top and bottom at 2.125' In from each root Ilo lF5 SYDk1RE TOP dr B0i1bY RAIL Se SIOEIJIE 91ANK SIDE STILE cam er 1 FLNGFR J—= PONDDWSA RM& S0-0.43 FINGER JOLNIEII PONDkR064 MW. Sa-M43 FL-13000.3 4e %. 49 ' •C/ 13 T7 &MX S+ FRt T g s 7 rftt Fitt d1 Qua Qs' (y0 ESIs/ b c= ama ty Y t'Z• a • l 1. The aTdaGb fi dfrcat sat Glta the Jamb wRfi (72) item 143 a #a x 2- pfh Mood saew. There are d' • : 1J (4) at each veM bW Jamb, from the top down at TH 13.5 , 3f , 4OX & Sr. There am (PJ at the + 1414-M& 21 1H header at 4- from ft outside corners of the as EVA fmmee rom are 2) at the AL 4- from theoubid B ci 1•IORRONrAL CROSS SECTION 1,7 4H ,-,i4- MItL 49 Ems. (TYp) 1SMK i7 13 H 45 44 7 10 L ACTIVE IA 36 SEE NOTE 1 A - is MUM H } 21 aim 24 2 i0 1H i2 41,31 In" KT.S am IN, JK 2 140RIZOMX CROZ SECTION t31 NOR1ToM'A! CROSS Smw i>mIiZg wa M. LFS a 7 7 i8 FL-i5000 Y n 7—WJ2 p° At4 I 1 t 1 ll 1 MULLION 1 ll sHR FOR MASONRY 49 II OPENING H EAd MULLION I I JAMBS SHOWN FOR II RffE fCE ll U II If 2x suc u 11 I I 1 SHOWN FOR 1 1 I I 1 REFERMCE It R ci I I 1 11 I[ 1 II DOUBLE W/Slg ttFs BUCK ANCHORING I MASONRYOPENINGCONCRF] EMK7lOR NOTE: T. concrystoorkoafims &ft comers moybear m*ad to mdmaM ft vft Mc BUCK edge ro matarJ o It. 2 C-WafW arxtwk xrM"hoted os 7HAX ON CWt nr dbs a*atod to rrra@rtaftrUlemhl e edbtanoeromatarjotrtttodddlohaQcrnraeteanctars moybe regcaec ro eruue thelltA)L oN cBrlBYdanensTanan hotexoeeded 3. Oorpmte orgdxwtaMa uZ 1 MASONRY 49 F OPENINGS 1 1 1 2x BUCK 1 Fn j ` ASTRAGAL 1 SHOWN FOR REFERENCE 1 1 o FOR II CE II li II II II II If II II If Il 11 f1 I MULLION t II SHOWN FOR II I1 WIRENCE II 11 Il MASONRI OPENINC 2x BUCK d a V dtAz a° c O2 4 t2 ° ae N.T.S. c v* JK ' n C wo LFS ; sm rrck- ^ FL- I WOO-3 o 441 9i7C ll11 I lU lu r law MAY ILT 14.W z B57 LQf3 IBE a. F „ 27 1324 Q V 27 TYR TV. q AS 0.11 OJS 1.410' 075 m SEE NOTE 1 0 0.126'-- 4 AID 24 ASiRAG4 DETAIL Ms 24 12 ; N.T.S. 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP LFS AND THE BOTTOM. FL- v la o T.-HERMAITRU THERMA TRU DOORS Tli TNnUWfWAL G".. eG"OnON. OH 4 817 FIBER CLASSIC f "SMOOTH STAR" WO INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR 9UON4MPAC-r r.V*prodjdhosbeenevakoledandIstn>oew?hflmS$r6diAonf<}RoAdatuIIa g COde (FeC shuctmdrea6ementsiochrtBng Sue VetodlyHudbmre7and` (FlYF32t. 2 Pmdudta0be-wMad 00spaced cuft nondet&LMdwenOeaTw*tobase m Wftsbwbebeyondwmdasdvorducoo. 9. Yyhen uoed ple 4NFQ piodudhay 8ed to bo piotecAad Wmi an Iorpacln stant wvso0sp UeA compl et N 1 Set>Zon 1626 of M7eFDC. I. V4ren.=din orem aAAde of me'1 M mgMv We d bane debris pmtwjbn lhtf produdis muhedlobe pmhmtedwr'gtantrnpodresldmrfcam rgthatcompBavasedatIW?jjOf the Fire lbr2c dud ( nantrG cOnclnleEoAondool9 of IfRm unkc ha4 be ms smamiharstdwn for2c bu¢masavymrelnicHact d qro dil6rathotderpro tAornihe detoltraf fhb dlawiog ce9tde furtheretiginemQq arraEye bl ON eriomm orougWeradaddhd 7. flia produddoes rorareetihewalsrfiA6atur wme^trottr trevfig uNtsdrat be inslded ody a rm4m ldble mem orartmtloblelocad=pmtected by on orataarg or campywcht xdto mtgle between 9n edge ofa=Mw a oYer nviod6lrlea Hwn 4S de6u-ec SEE f$ TAL A / StFEf 6 S 1tOUHlF W/510FLrtES r1EMM uNrr O)w W-WMAR P— i I SINGLE SEE =7& %1'/ SIM 6 S S nogtta +47.0 1 . 47.0 1 +60.0 -60A 3 DOg° +47.0 1 -V.0 I +60.0 40.0 unru einn noc IFt-fsogaa I i a San MAX DOOR PAHaWIDTH 2 2 g la 0 vfN t(f DOOR PANE? Shwom Sfm' v s: 55 LATCH SDLE SMODTH SM) ur 56 H1N6E 5T1[E iSNOOJH 6D1R) 54 (S1JDOfT17IDP RA2 SUR) i• S"tdi ca 9 ftlM QSNDOITIRASPAR) 2 WMAL CRM SECITO 2 DOOR PANEL TRIOR FL- 1500Q4 2 aF 12 38 T8 18 W. 4 13 3i 13 r r4rr*nt tt n a 1 sc 44 38 ` ` .. .. LL gZg 30 42 ,7y., •1'r 316 e Yr t`L i•t.:.. TH4. cJ T 8 cam' «Y.a 43 i •!y i SEE N07E 1 17 47 i" SEE NOTE 2 3 "'-•r"i':': 1 46 r 30 n i t r'r1• ocT JNWffQR zal=B d . 1.,•a y CI EXTFMOR V. ,;, G1 J* NOTE2 r SEE NOTE 2 1A 47 I;li• cl t ry ir,• J VERTICAL CRO55 Stt110N 2 • V Shown w x sub -buck 28 a 40 iS OPTIONAL SURFACE BOLTS ON ACTNE PANEL2!E w is is SEE DESIGN PRESSURE CHARr) 30 r i 14 if i4 r y?`,:.<+T• _ ii x..)c-.'`!` •;> SEE NOTEI' e a a' i i :f 1. The afdaft to d1mat set Alto the Jamb with (12) 4 Item #43 a /6 x 2' pft wood career. Thais ore r c ,: 17 at each vsrtfoat Jamb, fram the top down at I3S; 37', 48S' Jr. Or.Them am (Z) at the heador at eta: 4 12 3NA N•T- 4' from the oatsids comers o1' the imne. there am 2) fIJ a fa x 2-1/2' pfh- trood screw at the oua,sr: JK stA 4- from the outWe comers. QK• KG LPS d1VER17CALCROSSSECTION2Vt]iI M GR0SS SECTION 2. OPT10N41. SURFACE BOLTS ON ACTNF PANEL e 1D' 150a FL- 00 4 55SEEDESIGNPRESSURECEIAR>) s o® j- 38 y SEE NOTE 1 I. The sdeft hr d*eet set Leto the Jam* l{{ll mtt N wifh (12) Ran 10 a ¢8 x 2' WX Wood xaetr. This me (4) at ssch ve{tlwl 4 tl e e s jamb, ham the top down at 13.5'. 317, e8S' & W. Thera are (2) at the header ACTNE F m o at 4' from the outslds comer of the frowns. than en (2) jt3 a #8 x 2-1/2' ti• a 'Tn is U. pfh, wood erJew of the slq 4' from the c"de °omem rlia. J' t• W71;7tIOR 36 45 4 v, 4t 29 DETAIL 4' 35 17 76 OPnaM SURFACE SO1.75 ON ACTIVE PANEL 1.1f9A@l SEE OEM PRESSURE *W* 8n9. RTPJ J0TERW8 3 HORIZONTAL CROSS SECTION 6 I ZZ 0.1E MP! 39 24B 8 7 43 SEE NOTE I B T 33 By1C7iVE I I ACTWE 10 G1 T• . !y( U y .. . ii I q .. t s 3 1 eiaf'.tf: .dc?'.' 1 s_.• d i.• 13 36 4+. r. L. O r 0 3 10 37 Om 4 12 g III ma+a N.TS. 9 om en w a T6 LFS7HORLZONTALCROSSSECTIONCROSSSECTTONCROSSSECTION 7-15000.4 n NOR1ZONUL 6 B or13 p" y tN 8- f- 8 i 11 3g I iI 11 o awc II I I ASTRAGAL II l SHOWN FUR IIIseumce zx II B II NULUON B MUUJON I SHOWN FOR 1 SHOWN FOR II II REFERENCE 1 REFUU4CE II w II 1 II a n 1 II n B II y,f II II QOIJ IE DOOR WIMELM RUCK ANCHORING 4• _ MASONRY. 2X CONQtQEM1C7fORNOTS: 1. Carrreteorc fiarlacaRoroaftfucamsrmaybea todtomatrAafnfiremtrt edge ifafrre fomortarJoirris, 2 Come(a ocho baa6onsnofed°AWLONC J1Bt'mtatbsaolpefedto mafnfatrrihemtrr s ecmdmrcafomortarJotrr ad 6oralc-dtoandeors maybe requ edfo arms the 7wfAX ON C9RFR' won me rot aooesQerl 3 Conaefe mtohorta lx CON am IIL7fU1CON t/4 t-us r MASONRY. V o1 II n n IIITM. HM w II AMBS II II II f II II TWOµII II SHOWN FOR II I I REFERENCE 1 MULLIONit )1 II SHOWN FOR II II II N o II RIEFFRENCE II II II II II II II hasTt ae TYP. HEADSHOWN i t\ un FOR tR07ERERCE as I B 1 N •; 00013IE DOOR RUCK ANCHORING ft 1 FL—IMM4 I OF 2X Sm DET,4& 31 CONCWEANCHORN0113 I. K:om mla anchwboalbns at Me comas maybe armed fo nx**m H mmh edge dotiance fo 1110AaCjCdfLK, 2. ConablocmQWl cWH naiadds%AX.ONCeMWffustbeadA*Wto ffmWat? ft mft edge d ftwe 1v mpIwJ &ft ad*Md oonamts wtdlas nWbe mg4W to ew" fire %AAX bN CHMr&nwWon am not e=meded. s Concrete mwjwfcue: R{q) Z,._ Z .`..':v'2,•-s F7,17, RiJsM' woodseremtopmvenf jpMgcfwvod THES& (2) ANCHORS REO'D ONLY WHEN OF, > 47 PSF Jampatm. NIF WA50NRYJ OPENKC FRAME 2x BUCK M• L ••• TYP. Hm m wags a SUCK Tep. BUCK ' __ 1 ji STRD(E PLATES 0 READOle DETAIL ®_i m r 0 EIAI DETAIL SURFACE BOLT SMKE THRESHOLD 1 I_ 1002 4 2 ut N.T.S. a in ,0K 1. an bF'S aaa /a, FL-15000.E n m orb e0 N SEE OM '4' DETAIL CONCI*WANCNORN016 T. Cbhaelo anduarbodbm at The came* maybe e4WsWto makiNM Me aft edge dktmce to morkr)ohts 2. Corrrete ondiorkxxdbmnot*d as%" ON COMMmuat ba adjursted to t11 OMM the aft edge GVCAoe to mmtwfoft addBondamcmte orwho* maybe regumedtoenam the %4XONC84Wdb mwnmenot®mended. 3. Cowatuand,orkftac O1ii'-_'- SEE DETAIL 5. 48 30 W/2X BUCK 13 0 31INSTALLATION sl WAX BUCK INSTALLATION oETAIL '2' ASTRAGAL do SURFACE BOLT STRIXE PLATES ® READ 31 JT O JO o JO DETAIL '1' SURFACE BOLT STRIKE PLATE TNRESHOLD i o re 24 12 i MA MTV : a. WA .IK e R m LFS 3 FL-13000.4 ar 10 or 12 o J11168E' law "Ar 18s 140 tRb ee c31 W qq y 27 TYP. 27 TYP. TYP. e e a e e e a5 40 32T 32s Islip r ors nos ow F— E ROTE T 4 0 ales-.4 — 8 uacQT/74 T2 3 asa su „Q( a 1. THE PSTRAG41. BOLT HAS A 3` THROW AT THE TOP US AND THE BOTOM. R-1SOOD.4 1L a 3 p IS nip, raW '4r rr ra `` o a! a, SIM LL mm i6SURFACE BOLT iIVES. S• Sfl ) SIM ym Lsm d O S RS _ BOLT SrME p .7F (129' -VM tomYfiODg }Rti' Joao 4swwm 1 sm sm Q '& FINGER JOINrEO O MSA PM Sr, -Ma • Y= ® MWING DOM Borrow swffr - y V(FM .OSe MAX WALL, 5 c erse. .ass' MR WALL rim iS INSWIM SI13 — — aK BOTTOM BOOT awe a, u 0.09' EXTRWED YINYL WALL aroma re., FL-ia0OM4 aw _a arlZ R W R W Building Consultants, Inc. B Consulting nad Engineering Services foe the Building Ltdastry C P.O.8ax230va1dcn,FL3359S PumoO13,6599197 Florida Bao,d rdP,oferdona[ l3nEGeers txrdflcata orAwhodmttoa Mo.9E U Product Category Sub Category Manufacturer Product Hams S"Woing Therma-Trp Corporation Fiber classic" / "Smooth Star' sr Wertor Door 118 industrial Drive 8V mewing w/ and w/out 8idelitoa oorDoors AseembfIes Edgerton, ON 43517 Fiberglass Door Phone (418)298-1740 Non -ion %W Hoops: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. (System ID & 1998) for Therms Tru Corporation based on Rule Chapter No, 61420.3, Method 1 D othee State of Florida product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire finandal interest In the company manufacturing or distributing the product or in any other entity Involved In the approval process of the product named herein. Urnitadons: 1. This product has been evaluated and to in oompllanoe with the 6th EdIdon (2014) Florida Building Code (FBC) structural requirements Including the'filgh Velocity Hurricane Zone (HVI-iZ). 2- Product anchors shag be as listed and spaced as shown on detalla. Anchor embedment to base material shall be beyond wall dressing orstucco. 3. When used to the "HVHT' this product is required to be protected with an Impeot resistant covering that complies with Seofion 1828 of the FBC. 4. When used in areas oulstde of the "HVHZ" requiring wind barns debris protection this product to required to be protdotad with an impact resistant ooverhtg that compiles with Section 1600.12 of the FBO. 6. For 2x stud framing construction, anchoring of these units shall be the same as that shown tot P-x buck masonry oonstruotlon. 6. Site conditions that deviate from the details of drawing FL-1600D.4 require further engineering analysis by a licensed engineer or registered archlteot. 7. Inswing configurations do not meet -the water Infiltration requirements for the "HVHZ', (nswIng units shall ba Installed only In non - habitable areas or at habitable locations protected by an overhang or canopy suoh that the angle between the edge of canopy or overhang to sill la teas than 46 degrees, 8. See drawing FL-16000.4 for size and design pressure gmitations. Sup offing Documents: 1. e or, Test Standard TEL 01480387-A,B,C ASTM DO%-W,ASTM D1929.96 ASTM 02843.99 TEL D1460336-A,8,C ASTM D83F-03, ASTM D1929-96 ASTM 02848-99 STT600001 ASTM Q26.96 16427-1073W ASTM E84-00a ATI 87608.01.100-18 ASTM 131929.98 ETC 01-741-10701.0 TAS 202.04 ETC 01-741.10703.0 TAS 202-94 ETC 01-741-10693.0 TAS 202 94 TEL 06-1031-3 TAS 202-94 TEL 06-1031-4 TAS 202.94 Testing Lah9p= Signed by Testing Evaluation Lab.,lnc. Lyndon R Sohmldt, R.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Bub Tropical Tasting Omega Point Laboratories Architectural Testing. Ina. ETC Laboratories ITC Laboratories ETC Laboratories Testing Evaluation Lab.,lno. Testing Evaluation Lab ,lnc Drawing NO Prepamd by Na FL 15000.4 RW Building Consultants, Inc. (CA 49813) .va'L C;,-C.14 Caioutations Prenarad by 1i ''',.rl: Anchoring RW Building Consultants, Ino. (CA49813) e ASTM E1300 Glass load Lyndon F. Schmidt, P.E. r `'" ,.` r rd f l ; :h Quality Assumnce I'? Certificate of Pargofpation issued by National Accreditation and Managem4lG Institute, oerghMg that Thermo Tru Corporation Is manufacturing products 12. V. e within a quality assurance program that complies with iSO/IEC 17020 and '-`:' Qulds63 T Sheen oft Lon Hicks, VP Operations Main E. Rtdh, P.E. Joseph A, Reed, P.E. Wendel( W, Haney, P.E. Wendell W, Haney, P.E. Ma*D, Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Shed & Seated by Lyndon F. Sohmidt, P.E. F. Sohmldl, P.E. Lyndon F. Schmidt, PA, FL PE No. 434o9 2%Ml6 Florida Building Code Online Page 1 of 3 potfda Q (ct ms Rome I in m ! uses &okb anm I "&Toplo 1 submit srawrva I stars a Fads 1 eons I Foe sr lr 19W sea Map I urea I seardt Bus ResIProessi product Approve! Use PublicUw Regulation P aeuR ar AoelloWn saareh AmIltation J jg > Application Detail Mill FL A FU5332-R2 Application Type Affirmatlon Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2S60 bsltlinger@miwd.00m Authorized Signature Brent Sltlinger bsltlinger@mlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Ettbarior Doors Subcategory Sllding 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 the Luis Roberto homes Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Instlh to Quality Assurance Contract Explratlon Date 12/31/2015 Validated By Steven M. Urlch, PE 0 Validation Checkllst - Hardcopy Recetved Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard you AAMA/WDMA/CSA 101/I.S.2/A440 200S R11 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my products) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A https:J/www.floriciabuildiuug.org/pr/pr app dtl.aspx?param=wGEVXQwtDgiH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL15332 RZ CDC FLIS332-COMP.odf Method 1 Option D 04/30/201S 04/30/2015 05106/201S Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 14S-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ# No F115332 RZ 11 08-0pS00C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/ A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 82 AE 510807B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLI5332 R2 1I 08-00492.C-W Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/ A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AS 510805B.Ddf 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 FLIS332 R2 It oe-02248A.odf Approved for use outside HVHZ., Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/ A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 1032.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 0"2249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by IndependentThlyd Pasty: Yes Design Pressure: N/ A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332_ R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96' REINFORCED Limas of Use Installation instructions Approved for use In HVHZr No FLIS332 R2 It 08 02250A odt Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E [SERIES 420 IALUMINUM REINFORCED GO1 6 6"420 REINFORCED ALUMINUM SGD OX, XO, XX I Limits of Use Installation Instructions Approved for use In HVHZ: No FILL 332 R2 t1 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/ A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108068.9df PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' hqs://www.floridabuilding. org/pr/pr app_ d.aspx?param=wGEVXQwtDgtH85'72gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 li 0 I-00501C.Ddf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created try independent Third Party: Yes Design Pressures WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN ELIS333 R2 AE 510808B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )00( 143"0" NON - REINFORCED Limits of Use Installation Instructlons Approved for use in HVHZs No FLLS332 R2 n 08-00502C.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 FLIS33Z R2 AE 510809B.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143°X96" Limits of Use Installation instructions Approved for use in HVHZ. No FLI5332 R2 n OS-00503C.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108108.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes aedr Noe Qnl;HLijj : i 1W Horth Maros SWmL Tarahawm l.3ZM Phgnr•.B%4a7-1824 The state of Horde E an ArV® ampWar. Camrioht 20Ds-2013 State or PMrlda. ;: PrbppMamment is :: Bad, Staftment Under heft her, arena eftessas am pubic mcaNs. If you do rat want your small adds= releaaad In roponse to a pubao-meords raquan, do not send detUunle mail to this entity. IrrsOad, contact the silica by phone or by brWitional mall. It you have any questrom phase w.. ct a50.487.1385. 4Pursuant m Section 45327s(1), Flmlde Statutes aaoGlve October 1 2012, Ilctrsaas Bunsed wader ChapOor 455, P.S. must provide the Department With an inlet addressR OW haw one. The smile;pravldad may be used for al ldal waamNaaon with the ieenae. HMPOM ernall addresses are pudic recant it you do not tnsh to supply a personal address, plass provide the Departum with an army address which an Oo made avalls le to the public To determine If you are a licenses under Chapter 455, P.S., plesta dick Lam, Product Approval Accepter r LtZl CedfitSAFIE h4s:// www.floridabuUding.org/pr(pr app dti.aspx?param=wGEVXQwd)gtH8572gvdWI... 8/31/2015 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 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. 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. FRAM: MATERIAL- SCMUDED ALUMINUM 6063-T5. S. 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. S. 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 i.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETiVLS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LDQTH 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 ANCHOR!W 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 9E 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 PSL C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). 0. METAL STRUCTURE STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX. XIP. PD( I RLv I 0-ESCFJ9Row 1 wt I wRam 1 I A I ADDED FLANGE AND FIN NSTALLATION 112/10/13 I R.:. S/GNED: 12162013 MI WINDOWS AND DOORS LLC pT111°qh 1001 W. CROSBY RD CARROLLTON, TX 75006 GEAIy'Fipy k• rk p A a i0:• 0R1CP ii/B pN';NN TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTESFEETN0. DESCRIPTION 1 NOTES tlRAMle GeG ao. OB-49 My A2 — 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS w NTS 10/30/13 1 OF 10 95' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED AN RSS PER LOCATION SEE fS FOR NUMBER OF LOCATIONS REQUIRED 6• MAX 1 6' MAX_ I6' LAX AME IGHT L 6• MAX 6' MAX SERIES 420 SOD RFJNFORCED WTTNOUT ADAPTER OESTGNPRESSLWERATING AIPACTRATING t35.0PSF 80tz W1TH2-f=SILL SEE CfAFiiS 1Y ANO $2 FOROTHEA UAM RATINGS DFSIBNPRsmRERA-nA* wACTR4THA9 2-5.01-28.6PSF ACE wm 1-vrsu SEE WMT90 &M04MROTHERUWMRATINGS CFURTif W1T742.14rSILL WHERE WATER 1NALTRATxwRESISTANCE 1S REQUIRED. evror f D DORa0 aL7 Di mG^..70m t70 C1UHTfl2 WMf2-Usr5LL vmEF E WATER MRL7RomaN RaWANCELS A2TTREOUD M SEE MOTE 9 SHEET 1 000000 oQ Qia Er i oo REVS" CESCRFMN I WE I NP wo ADDED nAME AND FIN I nVAARON I 1$/10/13 I ILL CHARTJS VMN 1-f2 su WHERE WATER kVf-XTRATIONRESISTANCE 1.9REQUIRED cco •u,rc a rJ.rcrr • 1• . Olmmm®0®0, IEEE Nam ppE3l0E]E Q tL''7EI:!7 CHARTi4 WITH7.12'SU K%MW WATER INFXTRAT70N RESISTANCE 44 NOTREOL ABED. 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TX 75008 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS V.L 1 08-02249 NTS WE 10/30/13 m-75 OF 1D 2 1/2- MIN. EDGE DISTANCE d Q '• ; 1 1/47 MN. L. EMBEDMENT CONCRETE/ MASONRY I 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL iIxBUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON DCTERIOR W J W J INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL 3/16- TAPOON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS f . s 1 1/4- MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION COHCRE76VAS0NRYWSTALL4TION aeumrnw are AMOM ADDED FIANCE MID FIN WSTALLATION 12,/10/13 IR.L 1 1/4- MIN. EMBEDMENT 1/4' MAX 2 1/2- o SHIM SPACE WTEAfOR MIN. l EDGE DISTANCE 3/16- TAPCON CONCRETE/MASONRY BY OTHERS Li EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK TO BE PROPERLY C' SECURED SEE NOTE 3 SHEET 1 N07PS: 1. WTISWR AND EVjgLCY7 FWA%W, BYOTHaq.% NOT SHOWN FOR CLAR E PBWMETER ANDMOffSEALANfBY07hEW TO BE DESIGNED W AGICDRQUYCE WTW ASTMEW r2 MI WINDOWS ANDCR°S6°YooDs LLC CARROLLTON, TX 75006 S1R.1Y0,,i/ Are'' cpdk GE 0= SERIES 420 SOD REINFORCED WITHOUTTEADAPR 9r z 9e FRAME INSTALLATION DETAILS G AT FS'20R1Q1: Gc` jftolq 11 rAx1c L ow0 ft 0e-02249 aar meaNTS1030/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMN( OR 2X BUCK BY OTHER: EXTERIOR 1/2- MIN. EDGE DISTANCE 1 3/c MIN. BOMMENT Ile MAX SHIM SPACE S10GREWOOD 1M ERIOR VERTICAL CROSS SECTION W000>=w A*OR2XBUCKlWrAUAMN NOTES 1.1NTEWDRAND &M@RlOR FABSNEB, BY07NER5, NOTSNOWNWRCLAA17T1: 2 PER METER ANDJOOVT SEALANT BYOTNERS TO BE DEM EDINACCORDANCEW1THABTU22112 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL SEE SHEET 3 FOR SILL OPTIONS MIN. IENT 1 3/8- MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS ROMS Itv oesCPVTW are IAPPRMfO A ADOW FLANGE AND FIN DO;fi LMN 12/10/13 1 ILL Lr1/ 4 MAX. 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SH01 SPACE INTERIOR EXTERIOR JAMS INSTALLAT70N DETAIL METAL STRUCTUREMISTALLATRW Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER L 96" z 96" 1a FLANGE INSTALLATION DETAILS owc V L 03-02249 A axt NTS — 10/30 13 —8 OF 10 2 1/2' MIN. EDGE DISTANCE 1 1/4" MIN. i . a. EMBEDMENT CONCRETE/ 1 MASONRY I 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON TERIOR LB IIA INTERIOR SILL TO BE SET IN A BED 0, VUUCEM 116 CONSTRUCTION ADHESIVE 3/16' TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE 13Y OTHERS S . p, 1 1/4" MIN. a:• • EMBEDMENT 2 1 /V MIN. EDGE DISTANCE VERTICAL CRIBS SECTION C0NCRbEr&M4SOAfRYINSTALLATM oczRr oN APVIRVm ADDED FLANGE AND FIN WthIIATION 12/10/13 ILL. 1 1/4" MIN. EMBEDMENT 1/4' MAX. 2 1/2" v SHIM SPACE INTERIOR MIN. EDGE ti DISTANCE ft FillU 3/16" TAPCON CONCRETE/MASONRY t " BY OTHERS D7ERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK pONCRET1yMASOA8IYWSTAl1AT/ON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTE£ 1. 808T OR AND S(TERAOR IT41SHF—% 8YOTHER4 NOTSHOWNFOR CLARUY 2. POPAETERAND JOWrSEALWBYMHFASTOBE DESIGNED V ACCORDANCE Wl7NASTM EV 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD 1 CARROLLTON, TX 75006 v SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96' y FLANGE INSTALLATION DETAILS pO MR owe Nx L 08-02249 A RE NTS Ime 10/30/13 9'T9 OF 1D WOOD FRAMING 1/4• MAX SHIM SPACE Ptv omc aPma we APPRWm A ADDED FIANCE AND FW INSTALLATION 12/10/13 R.L. BY OTHERS INTERIOR a 1 5/8' MIN. EDGE DIST. 1 1/4' MIN. TRIM ' a 1 1/4' MIN. EMBEDMENT INTERIOR EMBEDMENT 1 — rMf MASONRY/CONCRETE —1 BY OTHERS g8 WOOD 1X BUCK BY OTHERS. SCREW EXTERIOR TRIP 1XHOOKSBUCK TO BE 7/ 16" MIN PROPERLY SECURED EDGE DISTANCE 3/16' TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAAONOOR2KBUCK INBTALATION HOOKSTRIP INSTALLATION MASONRYM ONCRETE 1 1/ 4" MIN. EMBEDMENT METAL STRUCTURE e w000 W000 BY OTHERS SCREW FRAMING ERS INTERIOR TRIM BYOTFI TRIM1/4" MAX. 1 3/8' MIN. j SHIM SPACE EMBEDMENT INTD410R 7/18' MIN r 1 TEDGE DISTANCEHOOKSTRIP HOOK STRIP 10 WOOD # 10 SELF DRILLING CREW SCREW PANEL EXRLOCK TERIOR PANELINTERLOCKEXTERIORINTEINTERIOREXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X 8UC. K4VO0D FRAMNO METAL STRUCTURE LLC !i0 MI WIN1001VER7IG4LCROSSSECTIONWWS . 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EMBEDMENT Wave DESCRMOH I are ABM AD= C11ARI9 03/06/12 R.L REVMED FIR t0'W TMNC 10/15/13 R.L ADDED RANCE (NSDUATIONS 12/06/13 ILL 1 /4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL WOW FRAMING OR 2X 8UCKINSTALLATION F.A. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ra. oe—oosoa owE 112/23/09 lmw3 OF 9 v. y10 AOP AIL r•'2oR1a; o. METAL STRUCTURE sy OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SEC770N METAL SIRUCTURERISTALLATTON NOTES 1. 2DE RIORAND EXTERIOR RYSNM BYOnM L% NOT SHOWN FOR CIARRTY. 2 PEi M-nERANDJONTSE41ANTBYOINERS TUBE DESRONW INACCORDANW INMASTN 2211E 1 /4' MAX. SHIM SPACE 1/4' MAX. r SHIM SPACE l 7/8' MIN. 10 SMS OR EDGE DISTANCE INTERIOR SELF DRILLING — l.J U SCREW ( INTERIOR 10 SMS OR SELF DRILLING SCREWS 0 13E SET IN i OF VUUCEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURETNSTALLATTDN Ra a sae nm am A-PFWM A ADDED CHARTS 03/08/12 RL B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FIANOE INSMIATIONS 12/06/13 R.L Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS mtmft ow no F.A. 08-00503 E NTS lw= 02 23/09 ISW4 OF 9 v •pEN@ 7d AOF CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR 2 1/2• MIN. EDGE DISTANCE 1/4' MIN. EMBEDMENT 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 1/4' MAX. J SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS I ffo?IOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS T 1 1 /4" MIN. EMBEDMENT veRncaL cRoss sEcnorl CONCRETSM&SONRYINSTALlAT10N 2 1/2' MIN. EDGE DISTANCE RE1190t6 my lExprm" oA1E A ADDED CHARTS 03/05/1Z R.L B REVISED PER NEW TESIM 10/15/13 R.L C ADDED RANCE 06TALLAVIONS 12/05/13 R.L 1/4' MAX. SHIM SPACE JAMB RVSTALLA7701V DEfAIL OPTIONAL 1X BUCK 00NORETSU4SONRYINSTAL[ATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. RVTERIORAAW EXT580RAW&M Sy OTHERS NOTSHOWN FOR CLARITY. P PERIMETER ANDJOWrSE4IANr8YOTNERS TO BE DESIGNED AVACC aga WG6IWTN AST1N P1112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143' x 96" REINFORCED FRAME INSTALLATION DETAILS am m: oxo Na F. A. 0"0503 W" NTS l mu. 02/23/09 19OW5 OF 9 GENst.. d 000 FRAMING OR 2X BUCK BY OTHERS J10 WOOD SCREW EXTERIOR flo WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS t/2' MIN. I m ;E DISTANCE F3/8MIN. N1/ 4' MAX. SHIM SPACE 1NTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X 8UCKUWALLITTON NOTES 1. UNTER1ORM/0 EXIVVM F1NIBHES. BYOTTIEM NOT SHOWN FOR CLARITY. 8 PERIMETER AND.OAIT Se4LANTBY OTHERS TO BE DES/ GNEO MACOOROANCE WITH ASTMEN12 1 3/8' MIN, EMBEDMENT 7- 1/ 2' MIN. EDGE DISTANCE 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT arx a s REV OCKWON WE APPRUM A ADDED CHARTS 03/06/12 1 RL 9 RENRED PER NEW TESTMG 10/13/I3 RJ.. C ADDED FLANGE INSTALA71ONS 12/06/13 1 RL 1/ 4' MAX. SHIN SPACE INTEl410R SaERIOR ra CM JAMB INSTALLATION DETAIL WOOD FRAMOVO OR BUCK INSTA .LATM MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 43?,("0 XIX SGD 143" x 96 REINFORCED FLANGE INSTALLATION DETAILS OItNRu ORo m F. A.08-00503 N0,. 628i/0 • is METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW META. STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE OR 7/8, MIN. LUNG EDGE DISTANCE 10 SMS OR SW ORILUNG SCREWS 1 /4' MAX. SHIM SPACE F, INTERIOR lawsm REY otom " DATE APPRO m A ADDED CHARTS 03/OG/l2 Rl. B REIASED PER NEW TE9M 10/15/13 ILL C ADDED FLANGE wrALLA110NS 1Z/05/13 RL.. D BE SET IN 1 1 OF VUU(EM 116 RUCTION ADHEW& UAL METAL STRUCTURE BY OTHERS 0aER10R SEE SHEET 2 441 FOR SILL OPTIONS IAMB INSTALLATION DETAIL METAL STFUCTURE IWALLA77GH 11EFmcAL CROSS SEC77ON METAL STRUCTURE DVSTAU AT/ON NOTE£ 1. INTERIOR AND EXTERIOR FINISHES ByOME -% NOTSwm FORCCARRY. 2 PERIAIETERAAD JODYMSEALANT BYOTHERS TOBE CINACCORDANCE WRHABTME2112 MI WINDOWS AND DOORS LLC 1001 W. 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I I EXTERIOR II II II II II II INTERIOR 3/16" TAPCON -1 II II II II Il I CONCRETE/M/ASOI BY OTH SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EDUAL TOBE PROPERLY, nmo nvu ay.nnwv uc n: SECURED ODNCREnPMASOFIRYlNSfALIATION SEE S2 SEE NOTE 3 SHEET 1 FORSILLOPTIONSMASONRY/ CONCRETE BY OTHERS tlL_NOTM 1 1/4" N. 1.OVTERIORANDEXTEWRFIN6fffi4,8YOTHERS EMBEDMENT AfOrSHOWN FOR CLARRY. y .' r dr '• EPERAIFIERANDJOINfSEALANIBYOTN@TSTORE t • .. DESKOM W ACCORDANCE WMNASTM E2112 VERTICAL CROSS SECTION 2 1/2' MIN. CONCRETIEWSONRYWBrAUATION EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 = SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS anasr: m+c Na F. A. 08-00503 5— NTS — 02 23/09 —8 OF 9 1 5/8' MIN. EDGE DIST. TRIM — INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP ___ 1 1/4' MIN. EMBEDMENT t 1X BUCK BY OTHERS. 1X BUCK TO BE. PROPERLY SECURED 3/16' EXTERIOR J/ --- PANEL INTERLOCK HOOK STRIP INSTALLATION AUSONRY10ONCRETE INTERIOR TRIM 1 s/a' MIN. EMBEDMENT HOOK STRIP 110 WOOD SCREW EXTERIOR INTERLOCK HOOK STRIP INSTALLATION VIFUCKNYOODFRAACM MOMS A ADM) CNART6 03/06/12 ILL B ReAM PER NEW 7FTiT01G 10/13/13 R.L C ADOFD FIANCE INVAL1AT10N5 12/06/13 R.L METAL STRUCTURE ErrOTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION RFErX SMUCTllRE NOTE& 1. WTS:WW ANO EDCT MIOR PlN18NES, BYOTHE'la NOT8hX"WFOR0LARrrY. Z PER6WETERAND JCINrBEALANr8Y OTHERS TO BE DENG WEO INAOCORDANGE IYITHABTM E"12 MI WINDOWS AND -DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96" REINFORCED HOOK INSTALLATION DETAILS ORAft Dro N6. F.A. 06-00503 UWE NTz Iaa n2/23/o9 I SKMT9. OF 9 10127/2016 Florida Building Code Online n[h•T Business 8 Professiomal Regulatiion SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC staff I BCIS Site Map I Links I Search bpr a rill Product ApprovalUSER: Public User E'K eiv`rya-a Product Aooroval Menu > Product or Aoohcatlon Search > Aooiication List > Application Detail FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark—Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional 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 John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 https:/Avww.floridabuilding.org/pr/pr app ol.aspx?param=wGEVXOwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESNxAzegKuY8GeGQ%3d%3d 1/6 10127/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 ummary of Products FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: Installation Instructions FL9174 Rll It 0228 3189S8 P7.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other. Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll If 0230 318960 P10.odf FL9174 RI If Track Supplement Chart P10.odf FL9174 Rll It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 P5.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 R11 AE ASTM A 6S3.odf FL9174 Rll AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.odf FL9174 1111 II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 M"IA~.floridabuilding.org/pr/pr app dU.aspx')wam=wGEVXQwtDqufllJRfVVxf6u7ojnlOheH%2bRK)kizESVVxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf Eval 9100FL9174R11AERent rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.Ddf Approved for use outside HVHZ: Yes FL9174 III II 319040 P1 Post.odf Impact Resistant: Yes FL9174 RI II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD]ambSuoolementPl6 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 Pi Post.odf Impact Resistant: Yes FL9174 1111 If Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 II WD]ambSupplementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 s.Ddfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 PI Post.odf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart 1310.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other. Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes httpsJ/www.floridabuildirg.orglpr/pr app O.aspx?param=wGEVXQwtDqufllJRtWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 3 6 10127/2016 Florida Building Code Online 9174.11 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.odf FL9174 1111 II Track Suoolement Chart P10.odf FL9174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rll AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.odf FL2174 Rif 11 Track Supplement Chart P10.odf FL9174 Rll If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.0df FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Installation Instructions FL2174 Rll II 0602 319028 PS.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL2174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rll AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 1111 If 0603 319029 PS.odf FL9174 Rll II Track Suoolement Chart P10.odf FL2174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure. +39.20/-43.70 Other: 9174.16 I5120/5140/6100/9100/9400/9600 0605 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Installation Instructions FL9174 R11 If 0604 319030 PS.odf FL9174 Rll II 319040 P1 Post.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 10' Max height. Max section height 24". Glazing available in top or Intermediate section. Installation Instructions FL2174 Rll 11 0605 319031 P4.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementPl6 s.odf hops://www.floridabirildirg.org/pr/pr_app dtl.aspx?param=wGEVXOwtDquFl1JRANxf6u7ojnl0heH°k2bRKJkizESWxAzegKuYBGeGO%3d%3d 4/6 10127/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 1 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 Rll AE Eval Rent 9100 rl s.odf 9174.17 I5120/5140/6100/9100/9400/9600 0606 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Created by Independent Third Party: Yes 1S' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0606 319032 P6.odf FL9174 RI II 319040 P1 Post.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 I IV Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other. Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure I designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0609 319035 P5.odf FL9174 Rll I1 319040 Pl Post.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WD3ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0608 319034 P4.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll I1 WD]ambSunplementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 1111 AE ASTM A 653.odf FL2174 Rll AE Eval Reot 9100 rl s.odf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 PS.odf FL9174 RI II Track Suoolement Chart P10.odf FL9174 Rll II WD1amb5uoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653,Ddf FL9174 1111 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes Back Ne:t 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 mail to this entity. Instead, contact the office by phone or by traditional mail If you have any questions, please contact 650 487.1395. 'Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: httpsJAvww.floridabLiidirig.org/pr/pr app till.aspx?Wam=wGEVXQwtDgLllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5(6 10J27/2016 Florida Building Code Online MERE Credit Card Safe haps://www.floridabuilding.org/pr/pr epp ol.aspx?param=wGEVXQwtDqufllJRiWxf6u7ojn10heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/NOTE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 S00 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 1 6 780 9 7 6 800 9 1 7 6 D oeNaF,F No. W737 0 STATE OF i Z/SbNA `X IIII 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 1611/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. S. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 112", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No.51'137 O STATE OF 1' ` M 0 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2') OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 p;-ENaF•;cr ii No. 51737 0 STATE OFZ/11;•` ZZ IIIII 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF WAND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 1611/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 7SO07 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB NOTE 4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE i 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 a 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No. 0737 0 STATE OF p• iijpt S ;cLOR1QP p N 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4-- 2. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM ENO DISTANCE OF 4-. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fl/2 - 240lb/It 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "OTE` 2500 PSI CONCRETE MOTE I 4000 PSI CONCRETE'OTE' 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 I111/ N No. 51737 STATE OF SS/ONAL ?O` 111111111 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.O. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF W. 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 16ft LOAD PER JAMB - 30psf x 161t/2 = 240lb/ft S. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 wague 8mon 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 I No. M737 STATE Of i joft0,``l 0R1p Zl;; & IONi ; IDigitally signed by John E. Scates, P.E. Date: 2015.02.20 09:5$:53-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON. TX 750D7 FL PE 51737 TX PE 56306/F22D3 PROFESSIONAL LNgNEERS SEAL PROVIDED ONLY FOR VFJGFTCATION OF VANDLOAD CONSTRUCTION DETARS, SEE DETAILS 1, 2, AND 3 REOUIRED FOR VER71CAL POST REINFORCING 1 ^ SYSTEMS. 6' MAX. MAXIMUM SPACING 6' MAX 2x6 N /- Q HEADER LOCK V PINE ( BRACKET DOOR WIDTH 2. 6 /3 r(t HEADER LOCK 4 PINE / BRACKET 2. 5 /3 rQ HEADER LOCK N PINE ! BRACKET REVISIONS 2- 3/4' J 4- J 1-1/2' J 1/2- J 2) 3/6' SIMPSON TITEN HD SCREW 4) 3/8' SIMPSON 71TEN HD SCREW 4) 3/8' DIA. LAG SCREWS ANCHOR WITH A 1 1/4- WASHER AND ANCHOR WITH A 1-1/4' WASHER AND WITH 1-1/4' 00. WASHERS A MINIMUM EMBEDMENT DEPTH OF A MINIMUM EMBEDMENT DEPTH OF LAG SCREWS SHALL HAVE A 2- 3/4- AND A MINIMUM EDGE 2-3/4' AND A MINIMUM EDGE MINIMUM PENETRATION OF DISTANCE OF 2-3/4-. DISTANCE OF 4'. 1-9/32' INTO THE MAIN SUPPORT MEMBER. DETAIL UCTURE MINIMUM25051CONCREIENOTE MAXIMUM DESIGN LOAD MINIMUM 2000 PSI C q1T nLLED CMU NOTE, MAXIMUM DESIGN LOAD MAXIMUM ESIGN LOAD DATE NAME CAPACITY OF 2085 LBS. CAPACITY OF 2400 LOS. CAPACITY OF 2430 — DRAWN 1 5 24 07 CRT SHEET 1 OF 2 ICHECKED1 DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 waquc® REVISIONS Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 25W PSI CONCRETE MIN 2 a 4 SPF (G-0.42) OR BETTER WALL STUD UM MAX ALLOWABLE FASTENER RM MAX ALLOWABLE FASTENER LOAD MAY LOAD MAY EXCEED THE DESIGN EXCEED THE DESIGN LOAD OF THE STRUCTURE LOAD OF THE STRUCTURE DESIGN 2 l,4• DESIGN OF SUPPORTING STRUCTURE SHALL BE OF SUPPORTING STRUCTURE SHALL O THE SOLE RE91ONSBIUTY OF THE PROFESSIONAL ar TTIr C!N r armnuaaR ITY Ar . 4W DIST OF RECORD FOR THE STRUCTURE - EXTERIOR SHEATHING o. nix 3/6• SDNPSON 71TEN HD, 2-3/4• MIN DARED. MIN SHHz BACK INTERIOR 5/16• LAG SCREW WITH 6• BETWEEN JAMB BRACKET LOCATION 1-9/32• EMBED IN CENTER OF STUD (3 1/4') FOR EACH JAMB BRACKET JAMB BRACKET LOCATION JAMB BRACKET I I I I ll/ 1/4-204/16• TRACK BOLT AND 1/4-20a9/16• TRACK BOLT AND 9' TRACK HEX NU 1/4-20 HEX NU TRACK rO °•GBNaF ; DIRECT CONQtETE MOUNTING DETAIL DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAC FASTENER NO.51737 STATE OF ij.N s LOR Q Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' DATE I NAME JOHN C SCATES. PE IDRAWN 1 4 10 13 1 CRT 3121 FAIRCATE DR CARROLLTON, Tx 250 SHEET 2 OF 2 CHECKEDrtPEsn3TTXvEsaweD2/F2ztu DRAWING PART N0. REV. JAMB CONNECTION SUPPLEMENT vu Kr rAOWiKUOsmlienw 324620 P16CETLS The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121. Suite 200 Lowisville. TX 75W Phone 4695497100 fax 469549 n81 www.overheaddoorsom April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 P.•• N4 •.!his, Ire. n a •. ti TA NsAL 510 1 ...:Horton roncoOverheadDoortorpgratlonASubsWiaryol5anwalloldinga,Car poratbn. . John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. E 0(to FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. C' 2 t0 /l M Drawings TABLE 1. FI. 09174-117 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 3 IV 11l'toN FL09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 1 C9ltisJ 4 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with YS" MDF decorative overlay. 5 D(to f t1 FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. y Florida PE # 51737 l0` 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5`' Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 C 9'C'011?0fez No. 51737 O STATE OF SIONAi11; 1111 1. SHORT PANEL NON —IMPACT RESISTANT GLAZING OPTION — 090' MINIMUM SSB GLAZING IN Mm OE FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /110' SCREWS INSTALLED IN 13 CA HOR1Z ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 CA FLAG ANGLE' OF 1175' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO —BORNE DEBRIS REGIONS 16 GA MN HORIZ TRACK 2. LINO PANEL NON —IMPACT RESISTANT GLAZING OPTION — 5/I6 1-5/11 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS GUYER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /Bal' SCREWS INSTALLED N TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWNG TRACK GAZING SHALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND—BORNE 5/18111-5/8 LAG OEBRIS REGIONS GLAZED SECTION REOWRES 18 CA J—STRUT SCREW AT EACH SCREWYED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL ( 1) 1/4-1H7/6' SELF DRILLING C6MPTITE SCREW TO 1/4-20119/16' TRACK ATTACH 1 E J—STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 NEIL STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2. BRACT LOCATION 1 IMPACT RESISTANT GLAZING OPTION — IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION ( MT N OR WITHOUT DECORATIVE NSERTS GLAZING SHALL BE 1/4' MAKROLON—AR POLTCARBg1ATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM M13OMT OF 15.21' AND A MAXIMUM LENGTH OF 50.00'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS IS GA STIFFENED ATTACHEDTOU—BAR ON UPPER INTEGRAL RIB (SEE DETAL G JAMB BRACKETS SHEET2). 18 GA J—STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHEDULE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. WANITY, LOCATION, LL INSTALLERSHAFIELDINSTALL (1) 1/4-14117/8' SELF AND TYPE DRILLING CRNPTITESCREWTOATTACHTHEJ—STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOG( OR SLIDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REOUIRED WITH OPERATOR 7/16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK. SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY S. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHWCALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAAIINATE BACKER 2 FOR U—BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION OUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1. 2. AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON IDS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2u6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLO404T FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION — .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /6v1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND — BONE DEBRIS REGIONS LOUVERED SECTION REOUTAES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CEMTERUNE OF THE DOOR. JOIN E. SCATES. PE 3121 FAIROATE OR CARINLLTON, TIC 75007 FL PE 51737 TIC PE 36300/F2Z03 PROTESSIONAL ENGWEE R•S SEAL PROMDED ONLY FOR VERFXATION OF W40LOAD CONSIRIICDO N DETAILS. GA END CAP 0 f 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI MQME, (5) ( ENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0'. ( 3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. REVISIONS 4 CHANGES TO GENERAL ORMAT AND CHANGED BAR FASTENER TYPE T END CAPS AND OTTOM RETAINER. HANGED CENTER HINGE HUGE AND ADDED DUVER OPTION. HANGED STRUT IENTIFICATION METHOD ROM COLORED PAINT TO iSTRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS PRB 5/ 10/ 06 ADDEO IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. SODIFIED NOTE 8 TO TATE THATLOUVERSARENOT IMPACT RESISTANT. IGRT 6/ 6/ 07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION ADDED LHR ITRACK DETAIL SHEET 2, GRT 4/ 17/08 I P8 ADDED IMPACT I RESISTANT GLAZING. iADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'- 9' ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE GRT 7/ 22/08 P9 UPDATED TITLE BLOCK GRT 8/ 26/10 PIO ADDEO LONG PANEL fGLAZING D / 1OPTION R 11 JAMB BRACKET SCHEDULE DOOR HEIGHT N0. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TYPE LOCATION OF CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK ( ALL DIMENSIONS is 2') 7'-0' 4 6 O JB . 13 q , 25-1 JB . 34 JB . 45-1 4 (01). 63 JB 7'-0' 4 8 FAT JB , 10 JB , 21-3 4 JB , 29-3 4 JEI, 42- (JB), til-1 4 JEI IT-0' 5 8 01 JB , 13' 01 , 23' JB , 34' JB , 47-1 4' q , SB' JB , 67' q 75' JB li-0' 5 8 FAT JB , 10 JB , 21-3 4 JB , 28-3 4' JB , SIB JB , 57-1 4 JB , I (JEIj 75-1 JB 8-0 7WIF—LIFT7110OF PITCH SEE NOTE BELOW NOILL CJB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20R9/16' TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES CLOCK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REWIRE USE OF CONTNUOUS WALL ANGLE. SEE 9JPPLEAFNT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HMT UNIFORM LOAD EACH JAMB (PLO WIDTH 16'- 0' ALL 207.2 —230.4 14'-0" ALL I B1.J —201.8 12'-0' ALL 155.4 —172.8 10'-0' ALL 129.5 —144.0 Wa De® onDIVISIONOF OVERHEAD DOOR 0 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF). + 25.90/-28.80 MAX WIDTH: 16'-0' 1 1 DATE I NAME TEST (PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" ORAWWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' lCHFCKFf 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 ORAWING PART NO I REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PUCE U—BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE PRE —PUNCHED HOLES HOLES EACH ENO FACING UPWARD IN BOWITH TTOM OF U—BAR AND ATTACH THRU ENO CAP AT CRIMP SCREWS / 8• EACH END WITH SELF DRILLING CR M)P11TE 14 7 / FOR STANDARD TRACK AND (3) I u 1/4-140/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH . ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN} LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACKED TO PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/B' CRIMPTITE SCREWS THE (a) PRE —PUNCHED HOES EACH END USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT O*ROLLERS CAP AT EACH ENO WITH (2) 1/4-14r7/8' SELF DRIWNG CRIMPTITE SCREWS 15 CA HINGE ATTACHEXC PTION, U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2BE ATTACHED THRU ENO CAP AT EACHWHICHAREFACTORYENDWITH (1) 1/4-14x7/8' SELF DRIWNG ATTACED)CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR BATE- DUE TO CLEARANCES REWIRED TO Y NYLON STORMGARDINSTALL SCREWS AT THE ENDS OF THE ROLLER WITHU-BARS ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL 8 INSTALLING ROLLER SLICES AND TOP FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/lr INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4-EWrs/8' CRIMP SCREWS 1HRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED. 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIE10 INSTALLED INTO LOCATION (I THRU FLANGETOPLEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE WED OF U—BAR AND IN U—BAR DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH " O 1/4-14r58' / CRIMPTITE CE U—BAR OVER INTEGRAL RIB WITH NOTCH OOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU ENO CAP AT EACH END WITH (1) 1/4-1401W SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RE95TANCE, SHOWN AND USE (1) 1/4-140/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWIER TO THE BOTTOM . • BOTTOM OF THE BOTTOM U—BAR AT U— BAR WITH EACH PRE —PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8' RILUNG CRIMPTFIE SCREWS. CRIMPT17E SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. JKHN E SCATES PE 3121 FNROATE OR. CARROLLTON. rx 7SW7 fL PE 31737 TX PE 363M02203 PROFESSIONAL I NGTIEDYS SEAL PROMDE0 ONLY FOR VERFIGnON OF WAXOAD CONSTRUCTION OETMLS USED ONLY ON IMPACT GLAZED SECTION — 11 GA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/4-1401W SELF ORIWNO CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U—BAR) 1E 1) 1/4-140/6' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT & OPERATOR BRACKET. NOTE, J—STRUT k SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED A8a3/ 4' MIN STAINLESS SCREWS WITH STARLESS BACKED RUBBER WASHERS 3- 1/Y O.C. MAX 1/ 8' BEAD GE ULTRAGLAZE S544000ACI STRUCTURALSEALANT OR I EQUIVALENT FACER STEEL —,- NON— STRUCTURAL OECORATIVE INNER WINDOW TRIM DETAIL E ATTACH BOTTOM BRACKET TO BOTTOMU—SARSELF WITH (2) { 1/ 4 CRIMPTITES' SELF ORIWNG / CRIMPTITESCREWSIMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) Y. 18 CA, 80 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 4) SECTION DOORS WITH ( 5) 3% 18 CA. 60 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F UUB AANO I. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-14x7/8' SELF DRILLING CRIMPTTTE SCREWS AT EACH END CAP ( EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE DETAIL B AND D THIS SHEET), (2) 1 4-14x5/8' CRIMPFITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-146/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U- 8ARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR VA07HS LESS THAN OR EQUAL TO 12'- 0'. THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM SECTION NON— STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WWNDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN 1/ 4' POLYCARBOIATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE —PUNCHED HOES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION ORAWIRG. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. 3. 18 CA U—BARS SHALL BE STAMPED '46' APPROXIMATELY 11' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES JSZ Wa, e® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0' TEST ( PSF)• +38 85/-43.20 IMAX HEIGHT: 8'-9' DR IMPACT/ CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' CH MODELS 5120/6100/9100 DIVISION OF OVERHEAD DOOR CAR PENS COLNA RORIDA 322514 WINOLOAD SPECIFICATION OPTION CODE 0230 REVISIONS CHANGES TO GENERAL MAT AND CHANGED TAR FASTENER TYPE ENO CAPS AND TOM RETAINER JUGED CENTER HINGE ICE AND ADDED VER OPTION. JHGEO STRUT JTIFICATION METHOD UA COLORED PAINT TO MPED NUMBER. 3/ 8/06 ADDED SUPERIMPOSED IGN PRESSURE LOADS CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 PS ADDEO IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. NCREASEO MAX HEIGHT TO 8'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 t 1 3/8/06 1 CRT ED 4/6/06 1 MRB SHEET 2 OF 2 DRAWING PART NO. I REV 318960 P10 14" MAX 12" MAX 12" MAX I PLATE LOCATION HEDULE CLIP DETAIL I 12" MAX 61 12' LIP LOCATIONS MAX SEE SCHEDULE 12" MAX TRACK CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. 3OHN E. SCATE'S. PE 3121 FAIROATE DR. CARROIITON. TX 7WD7 FL PE 31737 TX PE S6706/r=3 PROFESSIONAL 01OI EERS SEAL PROVIDED ONLY FOR VER6ICATION OF WJDLOAD CONSTRUCTION DETAILS. 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CLIP BOLTING DETAIL 13 GA MIN _ CONTINUOUS WALL ANGLE 2) 1 /4" X D 7/16 SEMI TUBULAR 11 GA MIN CLIP SEE SCHEDULE 13 CO WA TYPICAL CLIP RIVETING DETAIL TYPICAL CLIP WELDING DETAIL TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK DESIGN PRESSURE CHART MAX DOOR TH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF TRACK SUPPLEMENT CHART REVISIONS 2 INCH CK-CUPS-TEXAS 1 ANGLE 12 FOOT IATED 6/11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO i00/-52.00 PSF FOR DOOR WIDTHS. kNGED "TEXAS WALL LE* TO 'CONTINUOUS 1 ANGLE'. ADDED ISTRATE MOUNTING AIL CHANGED TO N HD ANCHORS 4/2/07 CHANGED FORMAT IED MODELS 9800 18024 WITH OVERLAY TRACK CUP UPDATED MODELS IED IN CHARTS. IATED SPLICE k CUP IEDULES 9/06/07 UPDATE MOUNTING All. DRAWINGS 10/05/07 UPDATED CHARTS TO IINATE THE USE OF 08 CUP (REPLACED H 09 ACROSS THE RD). ID/24/07 UPDATED STEEL INTING DETAIL 1 04/11/08 EXPANDED 1-1/2- TO I/8- DOOR THICKNESS ART UP TO 14' HIGH. 12/11/08 UPDATED 111LE CK 6/2/10 Ware a DATE NAME oaftn DRAWN 11117 GILT CHECKED 8/21/07 MRB SHEET 1 OF 2 3395 ADDISON DRIVE NSACOLA. FLORIDA 32514 850) 474-9890 DRAWING PART NO. 307494 REV P10 2 3/4" t1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO2 MIN 3/16" THICK STEEL FOR VIOLIN WALL ANGLE E60XX MIN 1,111 2-24 1/8 V 2-24 SPF (G=0.42) OR TRACK CLIP ----? BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT f-/ MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL \ 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a. d' a dd 4 CONCRETE MOUNTING DETAIL JOIN L SCATES, PE 3121 FAIRCATE DR. CARROLTON• T% 75007 FL PE 51737 Tx PE 36306/12203 PROFESSIONAL ENCI EEI S SEAL PROVIDED ONLY FOR VERFlflTION OF VANDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATESCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SU4 # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'-0" 7, 9, 9, 9, 9, 11, 11. 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11. 11, 13, 13 20 12'-0" 7, 9. 9, 9, 9. 11. 11. 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9. 9, 11, 11, 11, 13, 13, 13. 13 22 14'- 0" 7, 9. 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICEA # 7'-0' 5, 6, 6, 7, 7. 9 12 8'-0" 5. 6. 6, 7, 7, 9. 9 12 9'-0- 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5. 6. 6. 7, 7, 9, 9. 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12' - 0" 5, 6, 6. 7, 7. 9. 9. 9, 11. 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9. 11. 11, 11. 13 18 14'- 0" 1 5, 6. 6, 7, 7, 9. 9, 9, 11. 11, 11, 13. 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SLATE 7'-0* 4, 4, 4, 4, 5, 6 8 8'-0" 4. 4. 4, 4. 5, 6. 6 8 9'-0" 4, 4. 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4. 4, 4. 5, 6, 6, 7, 7 8 11'-0" 4. 4, 4, 4. 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4. 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6. 7, 7. 9, 9, 9 12 14'-0" 4, 4, 4, 4. 5, 6, 6. 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SLATE # 7'-0" 4. 4. 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4. 4, 4, 4. 4, 4. 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 walp ,® Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850)A474 09890 32514 CK-CUPS-TEXAS 1 ANGLE 12 FOOT ATED 1 6/11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO 5.00/-52.00 PSF FOR DOOR WIDTHS. 1NCED 'TEXAS WALL LE* TD CONTINUOUS L ANGLE*. ADDED ISTRATE MOUNTING AIL CHANGED TO N HD ANCHORS 4/2/07 CHANGED FORMAT. ED MODELS 98W 1 8024 WITH OVERLAY TRACK CUP IEDULE. 8/21/07 UPDATED MODELS FED IN CHARTS ATED SPUCE k CJP IEDULES. 9/06/07 UPDATE MOUNRNC AIL DRAWINGS 10/05/07 UPDATED CHARTS TO KINAIE THE USE OF 08 CUP (REPLACED H /9 ACROSS THE UPDATED STEEL UNTING DETAIL B 04/11/08 EXPANDED 1-1/2' TO 3/8' DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/08 ADDED MODEL 8700. DATED TITLE BLOCK T 6/2/10 DATE SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 2 Business Professional Regulation rat> pepam it? SCIS Home 1 tog In i User Registration I Mot Topics 1 Submit surcharge Slats a Facts Publications ! FBC Stalf j SCIS Sim Map Links I Search Busines rofessibr al product Approval USER: ? u:llc User Regulation Product Approval Menu > ProduR pr Aoplk:atbn SearM > Application List > Application Detail uwwilw FL # FL1971S Application Type New Code Version 2014 Application Status Applied For 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 L Silvedine Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 3onberrian@@slbp. com Jon Berdan 3onberrianaslbp. com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/ WDMA/CSA 101/I.S.2/A440 AAMA/ WDMA/CSA 101/i.S.2/A440 Method 1 Option A 02/ 16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http:// www. floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzk l ... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limps of Use Certification Agency Certificate Approved for use in HVHI: No EL19715 RO C CAC 2-4-16 CCL-Jst.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO lI SWD002 SS 2016.02.03.odf Evaluation Report, PER3947, for design pressures and Verifled By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reoorts C :: IM North Monroe Street. Tallahassee FL 32399 Phone: eS111-4187-18 4 The state of Florida Is an AA/eC-O employer. Co±vA±ht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Satemmt :: &IIrM Statement under Florida law, email addresses are public records. If you do not want your e-man address released In response to a pubnc4mcords request, do not send electronic man to this entity. instead, contact the office by Phone or by traditional matl. if you have any questions, please contact 850.487.1395. -Pursuant to ectkn 4SS.275(1), Florlda Statutes, eRectiv October 1, 20t2, licensees licensed under Chapter 455, F.S. must provide the Department with an eman address If they have one. The email$ provided may be used for olfldal communication with the Qamsee However email addresses are public record. tf you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the publk. To determine ifyou are a licensee under Chapter 4SS, F.S., please dick hM. Product Approval Accepts: T SecitritVMLrnwv' http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA`/`2bxmzkl ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE Ili INSTALLATION ANCHOR IS REQUIRED AT EAC4 ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF tl/2 INCH I HE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E, WITIIOUT CONSIDCRATION OF r0LLRAHCCS) TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT, 4, SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/B INCH. SHIM WHERE SPACE OF 1/161NCH OR GREATER OCCURS SHIM(S) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE e8 WOOD SCREWS OR I GAUGE ROOFING NAILS OR 20d COMMON NAILS OF SUFFICENI LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, INSTALLATION SHALL MAINTAIN MIN. 3/6' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 46 SELF -TOPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A WINIMUM OF 3 TNREA05 PENETRATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/1 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY, OR DIRECTLY IWO CONCRETEIMASONRY, USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 910 SELF -TAPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUMNG BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES. 1. THE PRODUCT SHOWN HEREIN 1S DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FOCI). EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 101A.S.2/A440,Ml 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION, 3 IX AND ZX BUCKS (WIIEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. A, THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONOmONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A UCENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON•HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM M(AMWADE RER OR AM S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE, 6. WINDOW FRAME MATERIAL: PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FBC, WOODINSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATEDFROMFREEEDGEOFCLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCK. CHAPTER 23. t3. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR 8, GLASS MEETS THE REQUIREMENTS OF ASTM E 13W MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES. A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. S. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, C. GROUT-FILLEO CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 1000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. 0 HOLLOW BLOCK CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E STEEL- MINIMUM YIELD STRENGTH OF 33 LSL. MINIMUM WALL THICKNESS OF 47.8 MIL (OA478' or 18 GAUGE). MIN. 1/T EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-T5. MINIMUM WALL THICKNESS Or 1/16%MIN• 1/2' EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION A GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL A HORIZONTAL SECTIONS MAIL FIN) 5 VERTICALA HORIZONTAL SECTIONS(THROU6H FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, A GLAZING DETAIL MAX OVERALL SIZE CONFT6. DESIGN PRESSURE MISSILE IMPACTRATINGWIDTHHE16HT 36, 84' O/X 35 / -35 PSF NON IMPACT 38' 66' O/X 50 / .50 PSF NON IMPACT 3S 74' O/X 50 / -50 PSF NON IMPACT 38' 7T O/X 35 / -35 PSF NON IMPACT 44' 62' O/X 50 / .50 PSF NON IMPACT 48' 72, O/X 35 / -35 P51F NON IMPACT 48' 84' O/X 20 / .20 PSF NON IMPACT 52' 72' O/X 25 / -25 PSF NON IMPACT 36' 83.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 48' 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 72- 62' O/X-O/X 35 / .35 PSF NON IMPACT 72' 81' O/XO/X 35 / -35 PSF NON IMPACT 76' 62' O/X-O/X 50 / -50 PSF NON IMPACT 76' 72' O/XO/X 50 / -50 PSF NON EMPACT 76' 7T O/X-O/X 25 / -25 PSF NON IMPACT 80' 74' O/XO/X 35 / •35 PSF NON IMPACT 96' 74' O/XO/X 30 / .30 PSF NON IMPACT IDS 62' O/X-O/XO/X 50 / -50 PSF NON IMPACT 108- 7T O/X-C/XO/X 50 / -5D PSF NON IMPACT N' 84' O/X-O/X-O/X 25 / 45 PSF NON IMPACT Silverljne brAndersen r4l wleeowf. ooeAf ONE=Wal. Nt oerw HwTM ffUwwz=.0 offoa N6 Cr57141S-= Z tl asp i '0 LUN lD eZi ca M N T FLZZ7 w m O Z _ w < w o E Waa o. I O v) Z O Z H K W w Ily O Digitally signed by Hermes F Norero, P.E. S W D002Reason: I am approving this document FL#,. FL19715 Date: 2016.02.03 09:40:44-05'00' SHEET: 1 OF6_ MAX. FRAME MAX. FRAME Silver Une WIDTH 46' WIDTH 48• bTAFRjersm 4 1 1 5 noera.a000s ONE StLvERLD1E W K N W T1 YIYNSY7CE. N7 OOOt N. psr) a711000 F F 41 F y S S S n 7][ 1 " 01 4 4 OpOSZ5 Z" pNni IN V L MAX. FRAME Z HEIGHT96' HE 6HT% w = > 40 W e QUALIFIED CONFIGURATIONS In W W o AR04 TOP CONFIGURATIONS FOR ALL 29014901 Lyj /mom W RATINGS. SINGLE UNIT CONFIGURATIONS ,X, UJHQ A D rTjA 0 1 s 1 s m ELEVATION ELEVATION vi SINGLE HUNG WINDOW Z SINGLE HUNG ORIEL WINDOW O H Z H owCMAX. FRAME I I MAX. FRAME > U WIDTH 96' WIDTH t08' w W y QUALIFIED CONFIGURATIONS y AR0I TOP CONFIGURATIONS FOR ALL ZM49M RATINGS, TWIN UNIT CONFIGURATIONS F F F f ZSs 1 4 C 0 D C • * ZI 1 7 7 4 _ .• / MAX FRAME O A,. .6 HEIGHT 74' X. MAX FRAME d ~ v lrX. ..x ` y d g HEIGHT84•L I ujm A O N z Y V Z a 5 A D o$ 0 N ELEVATION 1 s ELEVATION OWe #:. TWINSINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5 v,/0oo2 SHEET. 2 of 6 2' MAX. FROM ll` MAX, O.L. CORNERS L ll' MAX. r U.L. 2' MAX. FROM LORNERSL rOTO..••sT aJ[TS rY SO SI Sryl FE HCHOCEJ r.t<{• OG r rUO, Sew, uq S[LL ANCHOR LAYOUT NAIL FIN - SINGLE HUNG WINDOW 2' MAX. A 1/2' MAX. FROM CORNERS — O.C_ 41/2" Oe 1 x7 L 2" MAX. I I 4 1/2' MAX. FROM „i F'— O.C. CORNERS ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW t ROM MAX' _ 6' MAX I r— O.C. 6• M 0.4 MEN I;MAX. 1 I 6' MAX. FROM J --i O C, CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM }-- 20' MAX I r-- CORNERS O.C. 6' MAX MAX. FROM 12' MAX. 6FROM 12 3/4" MAX. CORNERS I O.C. CORNERS r r O.C. 20• MAX O.L. L 6' MAX FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 16 1/ ILJI 6' MA . FROM CORNERS 161/2' MAX O.L. L ANCHOR STRAP 6' MAX- j _ P/N 50-2995-2 FROM ANCHOR STRAP SEE 514EET 5 FOR DETAILS CORNERS P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHORLAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SilverUne bFAndET5e11 g741 woo s evl•essis o * smVEK" As1VE Nm'11 W W MCC W OtlOt NL,ralusl000 L M A TH OL iF H Nw O t Z m uj LU Q< ofW ) Q W Q F, 0- ofd 0 m 4K m In m JH o v z 0 V6 #: SWD002 IEEET: 3 OF 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 98 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER O.A. SEALANT UNIT BY OTHERS HEI6HT EXTERIOR SEE GLAZING DETAIL. SHEET 6 1 1/2' MIN. EMBEDMENT a r 3/8• MIN. L EDGE DIST. 1/4' MAX. SHIM SPACE SASH REINFORCIN INTERIOR SEE SHEET 6 FOR REQUIREMENT SEE GLAZIN DETAIL SHEET INTERIOR VERTICAL SECTION q NEAD - 2X WOOD SUCK NAIL FIN SEE GLAZING DETAIL. SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT / \ PERIMETER / 1SEALANT BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR 3/8' MIN, EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 F CONNECTION DETAILS p• , a a CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 I/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION q SILL - 2X WOOD BUD( NAIL FIN 1/4' MAX. MIN. 3/8' EDGE DISTANCE SHIM SPACE 5 MIN.3 THREADS G PENETRATION BEYOND 6 METAL STRUCTURE 8 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET IINSTALLATION NOTE I4 EXTERIOR FINISH BY OTHERS EXTERIOR PERIMETER SEALANT BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION q JAMB-METALSTUD NAIL FIN SilverUne aAndersen vu eew•eeeu awsnvOLD4eml kVmm lv"wrm w c4+m M: cmI V 3-1w u Z d O z o ai Z av Zmt 5<zWmG2 aaC, W O V) Z O Z0 LU V) a W0 T yyVIn-j VINR-fj7= V Z O Itm DWG#: SW0002 SHEET: 4 OF 6 10 WOOD SCREW INSTALLATION ANCHOR CONCRETE/MASONRY BY OTHERS CAULK BETWEEN 4• CONCRETE/MASONRY BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS O.A. EXTERIOR \ / UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4' MIN. EDGE 015TANCE 2X WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE MIN. 3 THREADS SASH REINFORCING PENETRATION BEYOND SEE SHEET 6 FOR REQUIREMENTS METAL STRUCTURE SEE GLAZING r MIN. 1/2' EDGE DISTANCE 1 V2' AIIIQ DETAIL SHEET 6 I EMBEDMENT INTERIOR 410 1/4- MAX. INSTALLATION 7 PYSELF-TAIN6 SCREW SHIM SPACE INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS. INTERIOR SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR PERIMETER SEALANT BY OTHERS O.A. UNIT VERTICAL SECTION 5 HEAD • ZX W000 BUCX THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN A TRIPLE CONFIG. ONLY. SEE O A 'PLAN VIEW -ANCHOR STRAP UVIT / \ (P/N 50.2995-2)' DETAIL AT 14EWRT RIGHT FOR INSTALL. REQ. 1/4" MAX PERIMETER SEALANT r SHIM 5PA BY OTHERS I EXTERIOR FINISH BY OTHERS . • e PRECAST SILL < 4 •` • a BY OTHERS d 311V ITW TAPCON . 4 a •• INSTALLATION ANCHOR d 1 3/4" MIN ° EDGE DISTANCE p VERTICAL SECTION 5 SILL • CONCRETE/MASONRY THROUGH FRAME WIDTH F HORIZONTAL SECTION 5 IAMB - METAL TUBE/STUD OR APPROVED MU W ON THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME. HOLES PROVIDED 4.0000-r-4.0000TOACCOMODATE #14 DIA. 2.0000 2.0000- 0.0620 4 0.5000 ) 2.3750 l 0.7500(2)-3.0000(2)-} 6.0000 INSTALLATION ANCHORS FROM ANCHOR STRAP TO 11/4' MIN. PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR EMBEDMENT REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16' 1TW TAPCON5 PER STRAP, MIN. 1.1/4- EMBEDMENT, MIN. 1-3/4' EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF-ORILLING SCREWS. GR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4" EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) 010 WOOD SCREWS PER STRAP. MIN. 1-1/2' EMBEDMENT, MIN,1' EDGE DISTANCE. SilverLine by'Andersen rnrwr•r rrs arr Mveu" 0XINt NordrrYW mmiam PM pm O31® n g3 f+ '^ v a0 ujwo I z W = u 0, d • m I.1 4 F £ a u T asp =f VZ o v y OF 6 INTERIOR EXTERIOR INTERIOR a SMALL' FRAME 'URGE' FRAME REINFORCING EXTERIOR REINFORCINS SEE BELOW FOR RMIF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION 6 MEEnNGSTIIE 6 INTERMEDIATE FRAME MUWON I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X). DESIGN PRESSURE •/- 35 PSF 36 X 84. (O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/- 50 P5F 38 X 77. (O/X), DESIGN PRE55URE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE -/• 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/• 50 PSF 108 X 62, (O/X•O/X-O/X), DESIGN PRESSURE •/-50 PSF l06 X 72, (O/X-O/X-O/X). DESIGN PRESSURE •/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESI6N PRESSURE •/- 35 P5F U- STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS; 76 X 62. (O/X-O/X), DESIGN PRESSURE •/- 35 PSF Silverline NOTE: hAndersen ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY 6IaZIN6 REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE r . • e r s. e e e. s ort mfaa+¢ oaK Wel11.LMtrIGC W 0e00x rk PFl •A7000 I •--- 5/8' O.A. I.6.6U55 EXTERIOR/' \\ INTERIOR I 0 MIN.GLA55 p BITE 1/2' O / T 1/8' SETTING BLOCK GLAZING DETAIL 1 NOTE' 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN i' MIN. CENTER TO CENTER SPACD46 BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/4' ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT L WINDOW FRAME. BY OTHERS 1 1/4' MM EMBEDMENT 11/2' MIN. EDGE DISTANCE 2' MIN. EDGE \ DISTANCE ` CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL 0 to Z Oo H LUtu o F N m y Y h < F o`$ , 6F Nz MG. #: SW0002 EET: 6 OF 6 WINDOW 8 DOOR MANUFACTURERSASSOCIAl10N IEWDMA Hallmark® Certificate of Conformance and License (CCL) ' Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. anA"°`ucn%ivc "`n""` Systems. Inc.Ine Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01.109.47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psi; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 70 Series 1011l.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psi 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 413/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9140930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664.2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in'}Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 DOORWINDOW TURF SAS=ATtON Hallmark® Certificate of AMS, INC. 11WDMA Conformance and License (CCL) 4t A'`°`u"``YNi°`°°"" systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 511/2017 1118xl575mm' (44x62in•)- Type H: Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 511/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35: Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x721n)-H; DP+30/-30: Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2124/2017 965mm x 1880mm • (38 x 74in') Type-H: DP +50/-50 psi; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203.94 DP 8 Cyde Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675.1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101II.S.2/A440-11 Class R-PG50: Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOOR MANUFAC7URERSASSOCIATION Hallmark® Certificate of f AMS, INC. i"'° '' ^ ami is r"Yr,"D"" IEWDMA Conformance and License (CCL) Systems.Ine. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psi, Missile D, 1321mm 1854mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900.4900 Seriesl2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8l6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +201-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.21A440-11 Class R-PG25; Size Tested 1321mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 min x 1829mm (52 x 72) Type-H; DP +25/-25 psi, Water Test Press 180Pa (3.76psQ 440-H-025.63 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psQ 4404H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 814/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.65 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109.47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/1.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.68 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01.109-47 6/1/2015 9/8/2025 965mm x 1880mm •(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW 8, DOOR MANUFACTURERSAMCIATION IMWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscefl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adm`°`u"`,Y„mag"w„" Syurnu, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-rl 21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.21A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101II.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 22860880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-10947 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm• (79x60in•)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 215QO14 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-10947 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 pst; Water Test Press 260Pa 5.43psQ WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark@ Certificate of AMs> INC. A N`""',"',"" IEWDMA Conformance and License (CCL) 4t >systcrns, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-490012902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-07 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/29024902 Twin Single Hung 101/i.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)• Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3127/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 29004900129024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-10947 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +501-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900129024902 Twin SH (Finless) 101/I.S.2/A440.11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737x1575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-10947 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/49D0/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-10947 2/19/2013 1/17/2017 2718 x 1575 m m' (107 x62 i n'- H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 DOORMWWMUACTUREERSASWCIATION IEWDMA Hallmark® Certificate of , Conformance and License (CCL) 4tsystems, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. AdmieisttalivclNanugcrnen` fne. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 29004900 Series/2903.4903 101/I.S.2/A440.11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psh, Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4114/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psi) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/1412025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psi) 440-H-028.22 29004900/2903.4903 Triple Single Hung 101/I.S.21A440.11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9l5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 511/2017 1118xl524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900129074907 Single Hung 101/I.S.21A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 302025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.21A440.11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psh Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TRI4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35: Size Tested 2718mm 1575mm D5514.01-10947 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOWIVIATURERSASSOCIATION Hallmark® Certificate of IEWDMAConformance and License (CCL) '< Fw Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440- H-089.00 5500/5510 Side Lite (Specimen 2) 440- H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/ I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type- SLT; DP +351-35 psf; Water Test Press 260Pa 5. 43psf) 101/ I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type- TR; DP +35/-35 psf; Water Test Press 260Pa 5. 43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: AMS, INC. AdminWmtive % twagement Systems, Inc. Wide High Test Report # CertDate ExpDate 1245mm 2432mm E6290.01.109-47 11/23/2015 4/27/2025 2734mm 914mm E6290.01-109.47 AL IT-4,ir— John A.1cFee, VP of Certification 11/ 23/2015 4/27/2025 rams, WDMA Hallmark By. I&L t,, Rhonda Schon_, Authorized Representative, AMS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730,205 West Main Chicago, IL 60611 Sackers Harbor, NY 13685 TEL ( 312)6734828 www.wdma.com TEL (315)646-2234 staff o amscert.com WD- 20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: l 2/ 15/2015 Contcnts: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' t1111Ifill.,,/ DES F. 0 7 G Hermes F. rero, P.E. Florida No. 73778 BUILDING DROPS A\\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Product Category: Product Sub -Category: Silver Line Building Products Windows Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the S`" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. S. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 IrIA\\ BUILDING DROPS FL#: FL1971S A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HaliMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: to - 36 - t 7 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of: Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: rt6rj , l-L- 3 a.—L—I 3 Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was a kpooyviedged before me this day of 200 V-. by Robert V1 11111 it who is glie'rsonally known to me or o who has produced as identification and who did (did not) take an oath. ySta,'& Q Signature _ 0 Notary Seal) — Print or ty ame Shayne Mangel NOTARY PUBLIC Notary Public - State of STATE OF FLORIDA Commission No. Comm# GG113111 My Commission Expires: E Expires 6/21/2021 Rev. 08.12) COUNTY OF SEMINOLE IMPACT FEE STATEMENT M-3/ 93_ a'g, asp STATEMENT NUMBER: 17100008 BUILDING APPLICATION #: 17-10000874 BUILDING PERMIT NUMBER: 17-10000874 UNIT ADDRESS: NIGHT HERON DR 3906 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: DATE: November 28, 2017 0 )'(o42 17-20-31-502-0000-0790 PARCEL: TRACT: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTI'ON: CITY-SANFORD SPECIAL NOTES:I 3906 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 79 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE i DIST SCHED RATE UNITS TYPE ROAQS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Hous$ing N/A 705.00 1.000 dwl unit 705.00 Single Family Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHQOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORE) Hoping 5,000.00 1.000 dwl unit 5,000.00PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUB 5,759.00 STATEMENT /11Q 11 CI smfIN-PRECEIVEDBY: SIGNATURE: i.vt - nA,c ThAO PLEASE PRINT NAME) 40 DATE: NOTE TO RECEIVING SIGNATORY//APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY "SULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: '1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSEMINOLEACOUNTYIROADED THFIR2E RESCUE, LIBRARY AND/OR EDUCATIONAL THE ISSUANCE OF A BUILDIk PERMIT. 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 t AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. i 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 CALCU ATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 4'I Application No: 17 - 3 J 9 Documented Construction Value: S Job Address: J/ 11 to N i e(Q n [)r Historic District: Yes ElNoParcelID: Type of Work: Nety Residential Commercial gddition ] Alteration Repair Demo Change of Use Movc Description of Work: 6D n mD r1 I G2. Plan Review Contact Person: Phone: Fax: Title: Email: Property Owner Information Name Ili U ( I ) rT 1 `1()O Street: I V(. ( City, State Zip: 11 Minn, / m la j l..(_ p Name Street: City, State Zip: Phone: Lb 7 - 3710n Resident of property? : f 0 Contractor Information Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: I AL- /D ' e7a7 Fax: — i-i 7 - /nil 7 g 51 State License No.: D' I ti Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COI)IMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. 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 commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, %•ells, 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: S" Edition (2014) Florida Building Code Revised: Junc 30.2015 Permit Application i.%-. I .irk. of this county, and there may be additional permits required from other governmental entitieNOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be foundinthepublicrecordss such as water managementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that 1 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 inordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. TheactualconstructionvaluewillbefiguredbasedonthecurrentICCValuationTableineffectatthetimethepermitisissued, in accordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, creditwillbeappliedtoyourpermitfeeswhenthepermitisissued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will bedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of owner/Agent Dale Print Ow --NA nt's Name Signature of NotaryState of Rorida Date Owner/ Agent is Personally Known to Me or Produced [D Type of ID 8rgnature of Contractor/Agent Date 0z4pr b r0 n: fttufactor/Agent's Name Nayreoto-`i4, 14D U/o';W1 7 Florida 4 1PAMELA S TEppS Cotntnissioa # GG 110622 Y Offt.e QanaW Expires Ttwauopt, August ttotuy O21 twrlta Contractor/ Agent is— X Personally Known to Me or Produced ID Typcof1DBELOWISFOR OFFICE USE ONLY Permits Required: BuildingEl Electrical Mechanical Plumbin g0 Gas Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: YesE3 No # of Heads Fire Alarm Permit: Yes [3 No APPROVALS: ZONING: ENGINEERING: UTILITIES: WASTE WATER: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Pemtit Application ENVIRONMENTS FOR r 1-1 -'3NgG SITE 10: 9772?4 LOT: 79 BLOCK HOUSE: 3906 STREET: NIGHT HERON OR CITY: SANFORD STATE: FL LP: 32771 COUNTY: SEMINOLE ACCOUNTS. 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: INCOMPLETE-1961 OPHELIA PROGRAM: HERS)100% TESTER: EFL IECC: 2002 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS, 3906 NIGHT HERON OR, SANFORD. FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Gave Revelle DATE: 0010120/6 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED NIA 6.1 Attic Access Panes (Nity gsikoted and insulated x 5.2 Attic drop -down Stau (fulty gaskated and insulated x 5.4 Recessed Lighung Futures (ICAT labeled and sealed to d IQ x 5 5 Whota-tlouse Fan insulated gasketed to the opening x 7.3 Fresh tar ventilation installed per programspecs x Blower Door BO Ta el SO ACIUM Rmm Presaum Tut BUILDING ORIENTATION PROGRAM VOLUME CU. CODE VOLUME CU. PROGRAM SHELL CAGE SHELL' N 0' 15,462 0 0 PROGRAM CFM 60 CODE CFM 60 PROGRAM ACM 50 CODE ACM 50 PROGRAM o13M0 CODE of shoo 0 12.156 7 1,256 4.06 Meer# , Mat Shcm 0 Bdrtn 2 0 Sdrm31 0 B&m 5 1 0 Rm 1 1 0 Rm 31 0 1 Omer 1 0 Bdnn 4 0 Rm 2 0 00 Doedore Ensqr Star Guadfied noes? E61riM LWvIhV Packs ? 60 or - 01 HordwYed Lights Must So CFL Or LED Low Flow Fetteela, ToOala e0 Pragramnalis Tha ntsssel9 x Codified Green PmWam Level Requires VlsuM InspeCOon r^=Tn--n Symm them Location Manuhefyrer Nsma Motel in Model02 Model A Mode 04 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR UNIT OUTSIDE CARRIER CH14NS030 SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AMU (HEAT PUMP INTERIOR CARRIER F84CNP030 SYSTEM 2 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM ] HVAC AMU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP) RUILO1N6 SPFCIFIGTIONS BUILDING CHARACTERISTICS ASDESIGN -VALUES ASSUILT-VALUES COMMMENT 0OFBEDROOMS REM NA NA CEILING FLAT (REMi NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS (REM) NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS REM NA NA DUCT SUPPLY R-VALUE (REM) NA INA DUCT RETURN R-VALUE (REM) NA INA 1 TEST: BLOWER DOOR RESULT: PASS TESTER: Otivra RwrrOn DATE: 04110201E BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS AS DESIGN -VALUES AS13UILT-VALUES COMMMENT PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE PRIF CONVENTIONAL WATER HEATER FUEL TYPE PRIF ELECTRIC WATER HEATER SIZE. EFFICIENCY E LOCATION PRIF INFILTRATION HOUSE LKG ACN REM NA Ht :1.0E CI : {.OE ACH 50 Potalt FRESH AIR VENTILATION TYPE PRIF AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REOUIREO REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION R OF FANS REM NA NA VENTILATION TIME • NRSIOAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRIF INTERIOR % OF CFUS PRIF DISHWASHER PRI REFRIGERATOR PRIF FOUNDATION TYPE PRIF SLAB TYPE (PRIF SLAB AREA (PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRIF HEATING REM NA INA COOLING REM NA NA AIR -SOURCE HP REM NA NA WATER HEATING (REM) NA NA 1 Cam ent 1 Deb I I NO ATTIC INSULATION AT TIME OF TEST 1011101201E 1 TEST: DUCT BLASTER RESULT. PASS TESTER: Dove Reaft DATE: 04110201E TOTAL CONDITIONED FLOOR AREA 0 1.081 CFA SO FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET 0.00% t2.00% SYSTEM 1 60 FT. SERVEO (CFA) 0 1.201 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 156 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 54 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinity% 2.73% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 29E SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (% OF N&N% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 80 FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM2E) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM25) ACTUAL CFA) ACTUAL SYSTEM 7 80 FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM D DUCT LEAKAGE TO OUTSIDE SYSTEM E DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM25) ACTUAL (% of CFA) ACTUAL SYSTEM E TOTAL DUCT LEAKAGE SYSTEM E TOTAL DUCT LEAKAGE SYSTEM 5 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM25) ACTUAL CFA) ACTUAL SYSTEM 4 60 FT. SERVED (CFA) 0 0 TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Rweft DATE: O4110=18 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM TOTAL DUCT LEAKAGE CFM26) TARGET AM PoYa QPFf!1PrATI6Nfl SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM26) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE CFM25)ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE OF CPA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CFA)ACTUAL BUILDINOCNARACTERISTWS DUCT LEAKAGE TO OUTSIDE (REM) ABDESION-VALUES NA`)"`' '.' : AB Is ILT-VALUES 0.027 CFM25 /•CFA COMYNENT TOTAL DUCT LEAKAGE (REM) NA. )' ' • • .•a' ' 0.12 CFM251 CFA FLOW RING PRIf FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3906 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3906 Night Heron Dr (Lot 79) Jurisdiction: Cond. Floor Area: 1981 Cond. Volume: 18482 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: . CFM(50): 1258 Qi—lc — kA„117 On:nt Tnet n- HOUSE PRESSURE FLOW: 1 50 Pa 1258 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: EgLA: ACH: SLA: ACH(50) 69 164 4.08 03 4.08 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. 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. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or Individuals licensed as set forth in Section 489.105(3)(f), (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. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdrah and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, it 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, it 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. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally siggned by Dave Revelle C Date: 20t8.04.10 11:04:33 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LADD R ESS=dave. revel le Signature: Otopbuild.com, C=US Printed Name: Dave Revelle Date: 04/10/2018 Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services lot you. Please feel free to contact me with any questions. I0125M17 373274EFL FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3906 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time- Post Construction Duct I aakana Tact Racl dts CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 54 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct System Sum lines 1-4 54 Leakage Divide by 1981 Total Conditmed Floor Area) 0.0273 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Otpnalya2Qded by Owe Ravage Date 20I 04 10 11 04 30 EDT CN- Oave RRevell*, e, D =TopBued Home S , DU, EMAlLAODRESS*- 0ave.ravelle LluRater Of Record: etopbuddxom, C•US Printed Name: Dave Revelle RESNET * 4311088 Date: 04/10/2018 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by OigtiE STg2 an energy rater certified in accordance with Section 553.99, Florida Statutes. m„ r w. •. ' t N Cc v t b vCQf] wfi'J Building OfNdal: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 373274EFL N FINAL BOUNDARY URVEYA) o 0 o e``' W WYNDHAM PRESERVE 10 n N LOT 79 PB 81, PG 93) m 122'. rU^ 00 c v PCP N89'43'03'E 80.00' PCP o c m ' V 24.99' 3 CENTER/NIGHT HERON DRIVELINEo 50' RIGHT-OF-WAY j o PRIVATE ROAD) ,-CONC CURB _ o rri N 0 5' CONC SIDEWALK Z Rrn Z SIR 55. 01 ' N89'4X0,3"E C_I_af— Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE'. City of Sanford, Seminole County. Florida. Front = 25' Rear = 20' Side = 7.5' 0 10' UTILITY RC - EASEMENT (P) Hw CONC a: WALK 11.5' TF 18.0 20 LOT 78 6.7 Z1 STORY RESIDENCE W ; 0 3906 NIGHT HERON DRIVE N FFE= 22.51 a ; U2 ; 0. a. 0 11.5% 22.0 IJA/C PAD SIR South boundary of Lot CURVE DATA TABLE NO. RADIUS I DELTA I ARC I CHORD I BEARING C1 125.00' 1 OOT33'17" 16.48' 16.47' 1 S 85-56'24" W LB -Licensed usiness LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk BFP-Backflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D-0escription FP&L -Florida Power & Light P -Plat FFE -Finish Floor Elevation D. . -Deed Book 10-Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book 0'-Fire Hydrant Pg• -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m-Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole Cl -Curb Inlet Guy Pole GTI-Grate Top Inlet 0-Light Pole P.U.E. -Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL do DISK XVC4-Irrigation Control Valve P.K. -Parker Kalon Nail a -Sign SIR -Set 1 /2' Iron Rod L87768 WO4-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gos Meter FIR -Found 1/2' Iron Rod L87768 Existing Grade FIP -Found 1 /2' Iron Pipe L87768 0 -Blow-off Valve FPKD -Found P.K. Nail & Disk L87768 ^ _ -Drainage Flow Direction FCM -Found 4'x4' Concrete 10 Proposed Design Grade Monument PRM LB7778 As-Built/Existinq Grade Note: Some items in above leaen may not be noolicablel Description I Date I Dwn.[Ck'd I P.C. I Order No. e2 I--18-9.' PerM%a- 3: 1i -31(=ta DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 0 1 in I ^a lrV n 125.5''` D4/Cv PATIO o eo 22.7 LOT 79 1 CA 9,143 S.F. O O I I LO' WALL 1 EASEMENT S89052108V 86.90' TRACT D LANDSCAPE BUFFER) BUE LDIING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying. Inc. of any deviation from information shown hereon. Failure to do so will be at users sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying. Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements. rights -of -way, set back lines, reservations, agreements. and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey Is subject to matters shown on the plat of WYNDHAM PRESERVE% City of Sanford Seminole County. Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey Is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X' DESCRIPTION: PROPOSED LOT 79, according to the plat of "VvYNDHAM PRESERVE", City of Sanford, Seminole County, Florida Last Date of Field Survey: 4 5 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors do Mappers in Chapter 5J-17. Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. / GeoPoint Surveying, Inc. mes D. Leviner LS6915 Drawn: RCA Checked: JDL P.C.: Data File:6rlaeonEast-PlotORIDAPROFESSIONALSURVEYORdoMAPPERNO. ......6.91.... NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date:4/9/18 Dwg'&isriarfA t-Int79 I Order No.: ^ TWN. 20 S. - r i CITY OF SANFO D BUILDING & FIRE PREVENTIC 1N PERMIT APPLICATIC iN tD Application No: P - 319 Z Documented Construction Value: S 51 Z5 Historic District: Yes No Job Address: 390k 1,i((#—k KC0V- Residential B Commercial Parcel ID• New © Addition Alteration Repair Demo Change of Use Move Type of Work: Qsti 11Gc S e i 1 o f (. M QCSC- Ti Description of Work: -Pi v Plan Review Contact Person: Titles Phone: Fax: Email: - Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name lc.e e-LPlb(o, Phone: Street: ct ( 'iJ c-. ,-. RAFax• 0 3 - Lvo - t El City, State Zip: 11at2a State License No.: C r-co Z 0 3 Z Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: UR BE WARNINGTOOWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y NOTICEOFCOMMENCEMENTMUSIPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBI N RECORDED 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 installatio has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating con 'on in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, Fools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50 Edition (2014) Florida Building Cod Permit Application Revised: June 30, 2015 LE. In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be in the public records of this county, and there may be additional permits required from other governmental entities such as water ement districts, state agencies, or federal agencies. of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Thl 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 der to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. Th actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in a rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, cr it 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 Olone in compliance with all applicable laws regulating construction and zoning. a of Notary -State of Florida Date rent is Personally Known to Me or ID Type of ID a--f J- i z- L4. - t. Signature of Contractor/Agent Date Print ConvactodAgent's Name Signature of otaryState of Florida Date PATFUSI r W COMMSSION S FF 1209H EXPIRES: August 25 2010 tloadodRaNa" PubOelfidenvUrs Con acIt gen is ersoiiilly'Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Required: Building Electrical Mechanical Plumbing[:] Gas[] Roof Type: Occupancy Use: Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: Construction: Electric - # of Amps Plumbing - # of Fixtures Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No ALS: ZONING: UTILITIES: ENGINEERING: FIRE: WASTE WATER: BUILDING: June 30. 2015 Permit Application 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Valrico, FL 33594 -. Orlando, FL 32824 www.RJKielty.comEa727-863-5486 813-661-0707 407-855-2636 State License fl CF-0O2C 342 R.J. Ki ELTY Page: 10 1 Proposal No: 717-13526 PLUMBING • HEATING a COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Odyssey - 1412 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviatfor willfromspecificationsbelowInvolvingextracostswexecutedonlyuponwrittenorders, and become an extra charge over and above the estimate. All agreements contingent upon strikes, act s or data beyond our control. Owner to carry fire omado, and other necessary Insurance. Our workers are covered by workers compensalio 'r ssurance. (,/3 , ( , f- fully AUTHORIZED SIGNATUR THIS PROPOSAL MA SE W ITHDRA N IF NOT ACCEPTED IN 30 D YS. We hereby submit specifications a ales for. Master Beth 1 Shower Sterling Accord 60x34 Base 72270100 While With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet KUchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer 8 Water Only (Slab Backfilling By Others) 8ackflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37, Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made a outlined above. I agree to pay reasonable attorneys fees court costs In the event of legal action. A monthly service charge of 1 112% will be added after 3 days. Any sewer taps deeper than 4 1 /2 feet or requires backhoe or dewatering will be an extra charge. cir.NFn _ 1 /1 r wnp Q.1/G ! DATE OF ACCEPTANCE &PAGE 2: Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 q o 6 AIL /-0 av WYNDHAM PRESERVE - LOT 79 SPECIFIC PURPOSE SURVEY FORMBOARD) A)-1 CURVE DATA TABLE NO. I RADIUS I DELTA I ARC CHORD BEARING C1 125.00' 007'33'17' 16.48' 16.47' S 85.56'24- W LOT AREA CALCULATIONS LOT - 9.143 SQ.FT. LIVING AREA- 1.981 SOFT. GARAGE - 402 SOFT. PORCH 78 SQ.FT. DRIVEWAY 437 SOFT. PATIO - 181 SQ.FT. WALKWAY - 44 SQ.FT. A/C PAD - 9 SOFT IMPERVIOUS- 59.9 % SOD - 6.011 SQ.FT. OFF LOT AREA CALCULATIONS R/W - 1.746 SQ.FT. APRON 114 SOFT. SIDEWALK - 356 SOFT. SOD 306 SQ.FT. TOTAL AREA DRIVEWAY - 551 SQ.FT. SIDEWALK - 400 SO.FT. SOD 6,9317 SOFT. WYNDHAM PRESERVE LOT 79 PB 81. PG 93) DENMNSION NOTE: Proposed building dimensions shown hereon are of the exterior. N89'43.03E 80.00' _/ PCP- 3 ss.o1'cINEER LINE HERON DRIVEeLIN O 50' RIGHT-OF-WAY N iD (PRIVATE ROAD) ,CONC CURB _ N — PRO G O OSED 5' Z CO CPSIDEWALK Q 05 55.01 ' N89'43103" C 1 10' UTILITY - EASEMENT (P) A 11.5' 18.0 n LOT 78 • w 6, PROPOSED Z I STORY RESIDENCE 1981OPHELIA c ELEVATION - T GARAGE - LEFT N ki FORI`4BAORD FFE-- 22.54' Building Setbacks Setbacks. Per construction plans for WYNDHAM PRESERVE'. City of Sanford, Seminole County, Florida. Front = 25'--- - - - - - - Rear - 20' Side = 7.5' oo wemen LEGEND:AOUSSO-Accen/OMinage/UUr.Ues/SidewalkLBLicensedBusiness BFP-Baekflow Preventer Si.ght Oletance Easement Survey FORM anent Ref. Monument Reported PCP -Permanent Control Point DescriptionII FP&L-Florida Power k Light' Plat FFE -Finish Floor Elevation 0.8.-Oeed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B.-Plat Book p=Fire Hydrant Pg, -Page Reg -Reclaimed Water Meter Elev. -Elevation RCM Rae a med Water Valve Cone. -Concrete Cable Box 8P-Brick Paver Telephone Box SW -Sidewalk m-Electric Box FFE -Finished Floor Elevation Utility Pale CI -Curb Inlet Guy Pole GTI-Grote Top Inlet Light Pole GuyP.U.E.-Public Utility Easement t--Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride m-Storm Sewer Manhole NCS -No Comer Set (Falb In Water) G Jonitary Sewer ManholeSF -Square Feet ON* -Electric Handhols D.U.E. -Drains a/Utility Easement COO -Clean Out FU1G0-MAC NAIL & OISK XYD•a-Irrigation Control Valve P.K.-Parker Kolon Nail Sign SIR -Set 1/2' Iron Rod L87768 woe -Gate Water Valve SPKD-Set P.K. k Disk L137768 Gas Meter FIR -Found 1/2* Iron Rod L87768 Existing Grade FlP-Found 1/2' Iron Pipe L87768 d-8low-off Valve FPKO-found P,K. .Nail k•isk L87768 -*--Drainage Flow Direction Found 4'x4' Concrete 10.0-Proposed Design Grade Date LOT 79 AREA = 9,143 S.F. ± c a 11.5' 22.0 Nro e------- 4 1 1 1 117.5' zc.r 10 1ei 22.7 1 1 , I 0 1 ti`; 1 tO' WALL 1CeccMCNT S89 52'08 0W 86. 90' TRACT D LANDSCAPE BUFFER) BUII.DING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying. Inc. of any deviation from Information shown hereon. Failure to do so will be at users sole risk. SURVEYOR'S NOTES- 1 Current title information on the subject property had not Wean furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and an referenced to the NATIONAL GEOOERC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades k finished floor elevations shown hereon are from the construction plan for 'WfNDHAM PRESERVE, City of Sanford Seminole County, Florida. S. This Specific Purpose Survey is for the location and elevation of the forrnboards only (THIS IS NOT A BOUNDARY SURVEIL PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone DESCRIPTION: LOT 79, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida 666e066, 555 Winderley Place, Suite 109 This certifies thq$!f Ili* hereon described property Maitland, FL 32751 was made unQdr fiq meets the Standards of Practice set 'r l FJgiD yard of Professional Phone: (321) 270-0440 Surveyors Qc }{cppltOen i lNe.. *1`L Florida Administrative Fax: (813) 248-2266 code. pY to Lion 4 027; Florida Statutes. Licensed Business No. LB 7768 GeoPoint Surveying, Inc. J mes P' S & MAPPER NO LS6915 Dmwn:MTP Cheeked:JDl P.C.: Ooto File:tkbsonEm!-vkd FLORIDA PROFESSIO r NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Elate:1/10/18 Dwg:Bhmnrmt-IaU9 Oroer No.: RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. I Feld Bk: 1-7-31ga TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT 10 btu v`, 2c,c LCf PROCTOR SPECIFICATION• ' "'' . 1 `' 1 CONTRACTOR 5' 't `} I^'I' "I ' . REPORTED TO: OPTIMUM MOISTURE: % LOCATION: 1i lri y I i ! MAXIMUM DRY DENSITY: / r MATERIAL: DATE TESTED. - LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE INCHES lbs. cu. n. lbs. cu. R. MAX. DENSITY PERCENT Z q I o , t f g, o 3 S h_. t A's, I W T I Submitted by, I - '.q'3-ts CITY OF SANFORD y I BUILDING & FIRE PREVENTION JAN 13 2018 F PERMIT APPLICATION s . U7. Application No: 1 "7- 31 q a Documented Construction Value: $ 4.636.00 Job Address: 3906 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0790 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosen%Winkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: 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: 51" 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 zoni 010 1 /22/2018 Signature ofOwner/Agent Date Signature of Contractor/Agent Date Robert Print Owner/Agent's Name Signature of Notary -State of Florida Date rgnaturc of t& Notary Public state of Fronde Arionna C Rosenwinkel c My Commission GG 147038 osa Expires 10ro1r2021 18 Owner/Agent is Personally Known to Me or Contracor7Agerti ism— 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: 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 Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33321 Date: 8/2/2017 144684 Subdivision I Phase Bld UUI Blk BILL TO: ADDRESS: Starlight Homes - AWH 1064 Greenwood Blvd Ste 124 Lot / Sub: Job Address: Wyndham Preserve 10791 3906 Night Heron Dr CITY/STATE/ZIP: Lake Mary. FL 32746 City / State / Zip Sanford JFL 132773 Model/Bldg: 1981 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 A/H-2 or Furnace Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NBO3000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiencv Efficiency EAI Pulls Permit: Builder calls inspection: yes yes Zoning Brand: Zone Kit #1 Honeywell/Johnstone Vent. Damper YSISOA1017 ZD1 oty, EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 15 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BF080 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X D er Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 04-Installation Labor 2.20 27.72 Rou hin 2.283.00 24.63 369.45 06-Piping Labor 14-Kitchen Vent Trim 7.001 119.00 Trim 2.283.00 02-Material/Tax 1,162.71 01-Equipment(Tax 09-Permit/Other 1,339.77 Permit 70.00 80.00 011-Delivery Labor 1.30 16.38 20-Pull Material Labor 12-StartupLabor 2.60 1 32.75 Total Contract: 4.636.00 2.501 42.50