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2310 Blue Grouse Ln 18-1087; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100002 DATE: March 09, 2018 [ BUILDING PERMITATIONNUMBER: 18-10000219 bU 15J UNIT ADDRESS: BLUE GROUSE LANE 2316 LOT 54 17-20-31-502-0000-0540 0 Z TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD SUITE 124 LAKE MARY FL 32746 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2316 BLUE/GRODUSE LANE / LOT 54 / WYNDHAM PRESERVE SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing 705.00 1.000 dwl unit 705.00 Single Family N/A Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housingg 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING 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 DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPAN&Y 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 BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT U1101EASTFIRSTSTREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE \ I , THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT , ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE Sr 1FORp FLORIDA Building & Fire Prevention Division P.O. Box 1788 Sanford, FL 32772-1788 CERTIFICATE OF OCCUPANCY Issue Date Parcel Number Property Address Subdivision Name Legal Description Owner Contractor PERMANENT January 18, 2019 17-20-31-502-0000-0540 2316 BLUE GROUSE LN SANFORD , FL 32773 STARLIGHT HOMES FLORIDA STARLIGHT HOMES FLORIDA LLC Application Number BR18-001087 Description of Work BLDG PERMIT - NEW CONST/ALTER Construction Type Occupancy Type Flood Zone Approved BUILDING OFFICIAL VOID UNLESS SIGNED BY THE B UILDING OFFICL4L In accordance with this Certificate of Occupancy, all inspections for compliance with the 5t' Edition Florida Building Code 2014 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida Statute 489.103; refer to the state statute regarding limitations on renting, lease or sale of this property. THIS INSTRUMENT PREPARED BY: Amy L (t_ayName: Starlight Homes Florida LLC Address: 1064 GreenwoodBlvd Suite 124 Lake Ma , FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number. 11111111111111111111111111111111 III III GRANT NALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9086 P9 1594 (1P9s) CLERK'S 2018025030 RECORDED 03/06/2018-03:05:38 PM RECORDING FEES $10. 00 RECORDED BY hda_vore Parcel ID Number. 17-20-31-502-0000- 05" 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. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve. PB 81 Pas 93-102. Lot 5!- Address: 2.31 lQ -16 u e, i-,otxs, t r , - r Fz rd . fit—-6'),:7-T GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder Of other than owner) Name: NA Address: CONTRACTOR: Name: Starlight 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 Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date Is specified) WARNING 70 OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under tesmy s of perjury, I declare that I have read the foregoing and that the facts stated in it are true to nowledge and belief. ers SFenahap Owner's Printed None Florida Statute 713.13(tji&'" The owner must sign the notice of commencement and no one else may be permitted to sign In h1a or her stead' State of County of Sem, The foregoing Instrument was acknowledged before me this ` day of v G' IL CJ11 U 20 an n r—= by r ti 2 U) 1 . Who is personally known to me IrJ Name of person making statement OR who has produced Identification type of Identification produced: i,ZOZ/l.Z/9 selldX3 otgl?y n t I. mi. I.Do #wUJO0 d01HOld AO 31V1S COPY ;RP 011end ALItl10N Tr;F . CI,II Ie6usiN sub4s ___ (V11'liff By tZ CITY OF SANFORD FED Z 2018 BUILDING & FIRE PREVENTION l % PERMIT APPLICATION Application No:/ 1 Documented Construction Value: S 2,$0155.00 Job Address: ai31 to J)l to e.. C=1 r'&_Ls. Ln ne _ t—' 4-ofA Historic District: Yes No Parcel ID: 17-20-31-502-0000- Osyo Wyndham Preserve Lot -5 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 Fag: 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 Fag: 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 Fag: City, St, Zip: Ambler, PA - E-mail: sives@mulhemkulp.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: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 S t> 3 0T_iE Permit Application wD c3L 3 . -- NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water_ management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print ontractor/Agent's Name Signature of No State of Florida Date RY Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm* GG113111 yce }'jireSP/?kWbg1 to Me or Contractor/Agent is v Persers onal y Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [R Electrical[r Mechanical [r Plumbingo Gas Roof Construction Type: UIR7 Occupancy Use: P—S Flood Zone: 5,56 ufED Total Sq Ft of Bldg: a Min. Occupancy Load: I3 # of Stories: 2— New Construction: Electric - # of Amps I &,-D Plumbing - # of Fixtures 11-1 Fire Sprinkler Permit: Yes No M # of Heads APPROVALS: ZONING: 1 0 UTILITIES: COMMENTS: ENGINEERING: M <L 3 ` 5 "t b FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. a l . 9 % lry P- 2og5 t mc_on - S, CTL. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SF 3•Z8-(8 Revised: June 30, 2015 _ _ __ _ _ . Permit Application - - CITY OF SANFORD FER Z BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No Documented Construction Value: S 1 312,1 loci O Job Address: %—b' Lane, Historic District: Yes No Parcel ID: 17-20-31-502-0000- 05yo Wyndham Preserve Lot .5 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 & Ku[p Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA - E-mail: sives@mulhemkulp.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 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other. governmental entities such as. water...... _.. management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets PrintContractor/Agent's Name Jld,, I Signature of No -State of Florida Date Shayne Mangel NOTARY PUBLIC 1! k_crvo STATE OF FLORIDA Comm# GG113111 E 19 Contractor/Agent is PersonaIRy29'n%V& to Me or Produced M Type of M BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire -Sprinkler -Permit: Yes- No-O—#-of-Heads --Fire Alarm-Permit:=Yes-0 No- APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: 1133 `/ WASTE WATER: 09- BUILDING: Revised:.June30,2015 __.____.____. _. ---.__.-___Permit Application_._. REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # Address: 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*\ 4• .u f a' ..=F}j;:YhELECTRICAL.P•ER1VI'ITz rS.v.]"..i•r:3r j. tii :5 i`!::riiYCli:- ;.r:•`::y i..j.".i y_:F.•LC n;.J•r :;iC~':"i}`ZSr Tti:; :, - 'i :24:: y ., y-" 9; c" c.i :c.: ,..:q tti,ir..ad...sy:. spa r .W.v: - ::.;_..y: _: : :.v,:.,.. Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final i i reFn v n ME Im Min Max inspection Description 10 Plumbing Underground ! 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final i i Y-•arycravy,eraya-n r e- a.. M FiC__Hr_'+N IC PE'R1V_I IT"+:• 5_.._ i7' . znri D..., ".7r.,c e'a!" C•_ PO ::..,c y wr.. ,7... er. s- :,;.:,= z:5``''.: ,,; ;,r.,..; '. : `,: , _ ti,.. r,v,,,., Lyu2.. r...m:_ _,.a;rM1Sti}:. _5_ ...;c: r_•i ar.`."v `y5S( - '." Min Max Inspection Description ! 10 Mechanical Rough 1000 Mechanical Final i I REVISED: June 2014 o 87 't 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: 2316 Blue Grouse Lane Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0540 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: 0 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/ Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 009O F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: Elf loodplain 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# 18-1087 Reviewed by: Michael Cash, CFM Date: March 1, 2018 Application for Paved Driveway, Sidewalk or 2 " h 11 Walkwa Includin Ri ht-of-Wa Use & Y 9 9 Y Fti° 77- Landscaping i11 Right -of -Way www.santardn.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 City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or • sidewalk constructiorl over.100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway,walkway or landscape improvements within the city right-of-way. It does not a rove an work within an otherYPPtYPPYY jurisdiction's right -of -Way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kamw t below. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbetomyoudlg. 1. Project Location/Address: a3lln ?\t.1 e C0V71k_.-., L.a'+e 1 ,A 2. Proposed Activity: Q Driveway 0 Walkway R Other. 3. Schedule of Work: Start Date Completion Date REmergency Repairs 4. Brief Description of Work: Construction Of New SFR This application is su 'fled by: Property Signature: Print Name: (Y\1Ci`0L-L Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Phone: (407) 708-0161 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Date: %' JL4- }j 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 installatiorYmprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the pennittee 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 Requestot's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have rea derstand the above statement and by signing this application I agree to its terms. Signature: Date: 0'\' This permit 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: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: QQ Date: 3 - 5 (y Date: Novemoer zuis ROW Use Drrveway.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: D- ` • —I S Project Nametk_).r d 1'1p,r.1 dreg Project Address: d"N 311a lh1yc. Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. 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 water 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. Cn • Robert Willets &Ott &51e'r600k_ PrinPureof Owner enant Print a e of Gen. Contractor Print Name of El. Contractor Signwner/Tenant Signature of Gen. Contractor Signature of El. Con ractor CGC1522347 E,00030% Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Progress Energy Florida Power and Light on Rev. 02/ 10/ 15) LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 1-I45-1'01 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): Gd' The specific permit and application for work located at: a31to 'J Ac4e- L-ane-, 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 acknowledged before me this j5day of (jGtr, l 200, by Robert Willets who is ersonally known to me or o who has produced as identification and who did (did not) take an oath. NOTARY MlYpe Mangel PUBLIC STATEOFFLORIDA Comm# GG113111 C 19Expires 6121 /2021 Rev. 08.12) a. p,e o2 K ' Print or tWe Notary Public - State of _ Commission No. My Commission Expires: I RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole Count City, State, Zip: Sanford , FL , 32773 Permit Number: # 1 8 - 0 8 0 Owner. ,jt_- A4vYiro-,-.,- Design Location: FL, Orlando Jurisdiction: 1, County:: q q' EN m o e (rida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(2438.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1222.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1222.00 ft2 6. Conditioned floor area above grade (ft2) 2099 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 a. U-Factor: Dbl, U=0.34 150.00 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems 8. Floor Types (1222.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 929.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 293.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 59.38 Glass/Floor Area: 0.091 PASSTotalBaselineLoads: 62.12 1 hereby certify that the plans and specifications covered by Review of the plans and SrATc this calculation are in compliance with the Florida Energy specifications covered by this 01THE Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 nR I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. COp IV-vOWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 3 ' Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (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 ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house. 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Lot 54 - 2095 SR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2099 Lot # 54 Owner Name: Total Stories: 2 Block/Subdivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 2316 Blue Grouse Ln Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1170 9477 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 105 ft 0 929 ft= 0.35 0 0.65 2 Floor over Garage Floor 2 293 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1324 ft= 0 ft° Medium 0.6 N 0.5 No 0 22.6 ATTIC IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1222 ft' N N 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 E Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft' 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 ft' 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 E 1 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 N 60.0 ft' 1 ft 0 in 1 ft 0 in None None 3 S 4 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 14 ft 0 in None None 4 N 7 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 1 ft 0 in None None 5 N 8 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 12 ft 0 in None None 6 N 8 Vinyl Low-E Double Yes 0.58 0.25 N 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft' 387 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.2 36 kBtu/hr 1 Sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 14 36 kStu/hr 1080 cfm 0.75 1 sys#1 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ftZ DUCTS V # Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT QN RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 cfm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Coolin Jan Feb Mar Feb MVentinHeatgJanFeb DecX1Mar Ceiling Fans: r May (X] Jun [X] Jul X] AugXjAan CJ Apr May t 1 Jun l 1 Jul l 1 AuJun Ju g Se l Sep X Oct Nov Oct No] Oct X Nov Dec t f Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling ( WD) Cooling ( WEH) Heating ( WD) Heating ( WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit 1/ 17/2018 10:22 AM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 2316 Blue Grouse Ln, 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 (ft') 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: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft2 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4 d. N/A R= ft= 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1222.00 ft' 2099 b. N/A R= ft' Area c. N/A R= ft° 150.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.258 Area 14. Hot water systems 929.00 ft2 a. Electric 293.00 ft2 b. Conservation features ft2 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: ^ A Date: alb-a-J jJP Address of New Home: La-"City/FL Zip: kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat O THE STAT O.n goo 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. Email EnergyGauge tech support at techsupport@energygauge.com 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. 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in an dropped ceiling/soffityppg /soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 oiomng and wiring. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover olates and walls or ceml*nas. a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:: 2099 sq.ft. Cond. Volume: 18117 cu ft. Envelope Leakage Test Results Regression Data: 47 n: Single or Multi Point Test Data a HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics Required ACH(50) from FORM R405-2017 : Tested ACH(50) ' : Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. 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)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. 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 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)(0, (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: O THE ST.gTF w-E 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 n FORM R405-2017 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Dud Test Time: Post Construction Required Duct Leakage from (Qn-Out) FORMR405-2017 Duct Leakage 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 System 4 CFM25(Out) 5 System 5 CFM25(Out) Tested Sum lines 1-5 Total Divide by 2099 House Duct Total Conditioned Floor Area) System Qn,out)" Leakage Tested Qn (Out) must be less than or equal to the required Qn (Out). I certify the tested duct leakage to outside, Qn, is less than or equal to the proposed duct leakage Qn specified on FORM R405-2017. SIGNATURE: PRINTED NAME: DATE: 1 /17/2018 Duct tightness shall be verified by testing to ANSI/RESNET/ICC 380 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), Florida Statutes. BUILDING OFFICIAL: DATE: o THE STq o ku y P4 l 1/17/2018 10:22 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant S Page 1 of 1 Project Summarya Job: Ashton -Starlight Homes wrightsol Entire House Date: 10/10/2016 Energy Air, Inc Plan: 2095 S 5401 Energy Air, CL Orlando, FL 32810 Phone:407.886-3729 Email: GRenner@energyaircomWeb: wwv.energyaircom For. Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 Notes: Weather. Orlando ExecutiveAP, 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 gdlb Heating Summary Sensible Cooling Equipment Load Sizing Structure 15643 Btuh Structure 16186 Btuh Ducts 2919 Btuh Duds 5245 Btuh Central vent (61 cfm) 1737 Btuh Central vent (61 cfm) 1185 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 20299 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 22616 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualitySemi -tight Fireplaces 0 Structure 2365 Btuh Duds 952 Btuh Central vent (61 cfm) 1820 Btuh Heatinngg Coolinngg Outside air Area (f12) 2140 2146 Equipment latent load 5136 Btuh Volume (ft') 18438 18438 Air changesthour 0.28 0.15 Equipment Total Load (Sen+Lat) 27752 Btuh Equiv. AVF (cfm) 86 46 Req. total capacity at 0.75 SHR 2.5 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIERAIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47-F Latent cooling 8250 Btuh Temperature rise 28 OF Total cooling 33000 Btuh Actual airflow 1105 cfm Actual airflow 1105 cfm Air flow factor 0.060 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 32 OF Backup: Input = 6 kW, Output =19028 Btuh, 100 AFUE BoWitalic values have been manuaWoverridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right•Suite®Universal 201717.028 RSU17013 201&Jar 17 1 Page 1 ACCA . S eafic\ Page t p Wyndham Preserve Lot 54 - 2095 SL.rup Calc = rnJe Front Door faces S wrightsofte Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, CL Orlando, FL 32810 Phone:407-886-3729 Email: GRenner®energyaircom Web: vmwv.energyaircom For. Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 22616 Btuh Outdoor design WB: 75.9°F Latentgain: 5136 Btuh Indoor design DB: 75.0°F Total gain: 27752 Btuh Indoor RH: 50% Estimated airflow. 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 106% of load Latent capacity: 6713 Btuh 131 % of load Total capacity: 30674 Btuh 111 % of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 20299 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 167% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer. Model: Actual airflow. 1105 cfm Output capacity: 5.6 kW 94% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2095 S Entering coil DB: 78.1°F Entering coil WB: 64.3°F Entering coil DB: 67.9°F Capacity balance: 32 OF Economic balance: -99 OF 2018-Jan-17 10:18,43 wrightsoft• Right -Suite® Universal 2017 17.028 RSU17013 Page 1 ACCA ... Specifidwyndham PreservelLot 54 - 2095 SL rup Calc = MJ8 Front Door faces: S wrightsofto Duct System Summary Entire House Energy Air, Inc 5401 Energy Air. Ct. Orlando. FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyair.mm For. Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/100ft 1105 cfm 243 ft Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2095 S Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/100ft 1105 cfm Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W in) Dud Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat h 413 25 24 0.217 4.0 Ox 0 VIFx 14.1 115.0 SO bed.3 c 2109 88 109 0.208 6.0 Ox 0 VIFx 24.5 110.0 st1 bed.4 c 1766 43 91 0.344 6.0 Ox 0 VIFx 11.4 70.0 bed2 c 2044 77 105 0.216 6.0 Ox 0 VIFx 19.8 110.0 SO d.4-A h 150 9 8 0.313 4.0 Ox 0 VIFx 19.4 70.0 tarn -kit -din h 2069 123 121 0.161 7.0 Ox 0 VIFx 33.7 140.0 st3 fern -lit -din -A h 2069 123 121 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 farn-M-din-6 h 2069 123 121 0.166 7.0 Ox 0 VIFx 28.2 140.0 st3 flex -A h 1724 103 57 0.115 7.0 Ox 0 VIFx 48.1 195.0 St4 flex-B h 1724 103 57 0.127 7.0 Ox 0 VIFx 35.5 185.0 st4 laun c 859 7 44 0.336 4.0 Ox 0 VIFx 8.4 75.0 m ba c 605 29 31 0.344 4.0 Ox 0 VIFx 6.4 75.0 tubed c 2423 99 125 0.347 6.0 Ox0 VIFx 5.8 75.0 pantry -A h 1377 82 32 0.158 6.0 Ox 0 VIFx 36.7 140.0 s1:3 pdr-A h 474 28 18 0.172 4.0 Ox 0 VIFx 32.3 130.0 st3 wio-A h 566 34 31 0.336 4.0 Ox 0 VIFx 13.4 70.0 YAQ h 169 10 10 0.209 4.0 Ox 0 VIFx 18.9 115.0 st1 Soldrirtalic values have been manually overridden 2018 Jarr17 10: wrightsoft• Right-SuiteOUniversal 2017 17.028 RSU17013 Page I Page1ACCK ... Speciflc\Wyndham Preserve1Lo154- 2095 SL.rup Calc = MJ8 Front Door faces S Trunk Htg Clg Design Veloc Diam H x W Dud Name Type dm) Cfm) FR fpm) in) in) Material Trunk st3 PeakAVF 685 527 0.115 641 14.0 0 x 0 VinlFlx st2 st1 PeakAVF 200 248 0.208 561 9.0 0 x 0 VinlFlx st4 PeakAVF 205 113 0.115 464 9.0 0 x 0 VinlFlx st3 st2 PeakAVF 685 527 0.115 641 14.0 0 x 0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (in) cfrn) dm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 834 817 0 0 0 0 Ox 0 VIFx rb2 Ox 0 271 288 0 0 0 0 Ox 0 VIFx wrightsoft+ Right-Suite0Universal201717.028RSU17013 ACCK ... SpecifidWyndham PreservetLot 54 - 2095 SL.rup Calc = MJ8 Front Door faces: S 2018-Jan-17 10:18.43 Page 2 a Job M Ashton- Starlight Homes Performed for: Lot 54 - 2095 SR 2316 Blue Grouse Ln Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAfr, Ct Orlando, FL 32810 Phone: 4074386-3729 www.energyair.com GRenner@energyaircom rvrw Scale: 1 /8" = 1'0" Page 1 Right-WtBO Universal 2017 17.028 RSU17013 2018,rarr1710:19:59 am Presene\L.ot 54 - 2095 SLlup level2 In2J=] 8x4 m bed 34 cfrn 4 m ba Hnc 1 7VTR cl.4 F 8X4 10x6 4,. gCfm 125 cfm 14' Riser 1202 a^ bed.4 288cfm 6" ac 6 4'VTR RA, O/ER DOOR 2402 la 10x6 834 c[m 4 91 cfin 8x4 T 44 cfm 9 VTR hall\ 6'OA 61 CFM 14 X6 10x6 / 6' 6" 105 cfrn 4 14X6 10 x 6 25 cfrT1 109 cfm 14x6 n 7VTR 8x4 cl.3 10ctm bed.3 ba2 bed2 wi Job #: Ashton- Starlight Homes Performed for: Lot 54 - 2095 SR 2316 Blue Grouse Ln Sanford, FL 32773 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRennen@energyaircom Scale: 1 /8" = 1'0" Page 2 Right-WtBO Unilersal 2017 17.028 RSU17013 2018-Jarr1710:19:59 am Presenoe\L.ot 54 - 2095 SL ruP VTR 1-1j2" VTR Wc WA f1 e SH v %1 co f%Wc tAVwe2" " 3" AUTO VENT LAV dKS3"a 1, 3" 3" n PLAN 2095 Cj0 PLUMBING RISER DIAGRAM WYNDHAM PRESERVE - LOT 54 o N PLOT PLAN Z. m t- o v 0. 2 c .o 1y CL y w W LOT 29 n LOT 280 ° EJVN89040'51 75.00' c p a, aD NORTH BOUNDARY Cp Z. Z UNE OF LOT 54 c o o Di0° LOT 54 tp AREA = 8,667 S.F. ± o, WYNDHAM PRESERVE LOT S4 LOT AREA CALCULATIONS LOT = 8,667 SQ.FT. LIVING AREA= 929 SQ.FT. GARAGE = 387 SQ.FT. ENTRY 30 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 38 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 21.9 y SOD 6,769 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 3,107 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 375 SQ.FT. SOD = 336 SQ.Fr. TOTAL AREA AREA - 11,774 SQ-.TT— DRIVEWAY = 519 SQ.FT. SIDEWALK = 413 SQ.FT. SOD , = 7,105 SQ.FT. DI TENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE City of Sanford, Seminole County, Florida. Front = 25' Rear = 20'. Side 10' TRACT F O Z 8..'S'— A/CI PAD Cn A , W' r , 10.0 i0oPA110c 15.7 12.3 1$ 5' 38.0 , PROPOSED 2 STORY RESIDENCE 2316 BLUE GROUSE LANE 0 i 2095 BEACON M l ELEVATION - S GARAGE -LEFT FFE=30.1 COVERED 18.0 PORCHO 20.0 ` ------------------' PROPOSED iCONCWALK 10' UTILITY EASEMENT (P) LOT 53 o PROPOSED 5' I -A. m ' • . ' CONC SIDEWALK BUILDING LAYOUT NOTE: Contactor and owner are to verify all setbacks, building dimensions, and layout PCP 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. VU--cool tgwpment LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business B P-Backflow Preventer Si ht Distance Easement9 S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FFE-Finish Floor Elevation D.B. -Deed Book Water Meter O.R.-Official Records Back M-Water Valve P.B.-Plat Book . b'-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCDG-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk E -Electric Box FFE-Finished Floor Elevation 0—Utility Pole CI -Curb Inlet Guy Pole GTI-Grate Top Inlet 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) G-Sanitary Sewer Manhole SF —Square Feet ENNo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK P.K.-Parker Kolon Nail XVD4-Irrigation Control Valve Sign SIR -Set 1 /2" Iron Rod L87768 WD4-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1 /2" Iron Rod LB7768 11 , -Existing Grade F1P -Found 1 /2" Iron Pie L87768 a -Blow-off ValveDiskLB7768 -&---Drainage Flow DirectionFPKD -Found P.K. Nail & FCM -Found 4"x4" Concrete 00 -Proposed Design Grade Monument PRM L87778 Note: Some items in above leaen As-Built/EA tin Grad@@ may not be applicable) 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. CUNC CURd- A '1®" t08-? BLUE GROUSE LANE 50' RIGHT—OF—WAY PRIVATE ROAD) NIN01 u DATE 3 C 470.80' ZO CENTER LNE-,,,,, PCP S89'40'51"W Ok to construct single family home with setbacks and impervious area shown on plan. o I.9 0 0 IMP 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) anceo:eccro„ oo- OPNIt(, F"rr Nu 0 ,* S^.., L TLY it U M y %4r Perihitting:CSCLY) STATE OF Q Jdmes D. Levine.... LS6915FLORIDAPROFESSIONALSURVEYOR & MAPPER NO . .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL 209T Beacon - S, CrL PREPARED FOR-- ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Pdnel Number 12127C-0765H. in Flood Zone "X" DESCRIPTION: LOT 54, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint SourVeyifig, Inc. Drawn: JE I Checked: JDL I P.C.: Data File:BriswnEast-Plat Date: 0 1 /21/18 Dwg:Be=nEad-Ld% Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PAl-MER ELECTRIC WIC. - I PIC Starlight Homes 2095 LOAD CALCULATION December 12, 2017 I. HVAC LOADS (NEC 2014 - 220.82(C)(3) - MI ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4.00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA I. GENERAL LOADS fNEC 2014 - 220.82(B)(1) - (4 LIGHTING 2099 Sq Ft @ 3VA/Sq. Ft 6.30 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA I DRYER CIRCUIT 5.00 5.00 KVA 0 CgUoSTACKWASHER/DRYER , 5.00 1 WATER HEATER (1) C S. 4.50 4.50 KVA 0 WATER HEATER (2) R 4.50 1 DISHWASHER O 1.20 1.20 KVA I DISPOSAL(1) O4REN 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 GAS # 1 8 - 1 O 1.50 1 MICROWAVE CIRCUITNAIR 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.80 KVA I ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.72 KVA SUB -TOTAL (GENERAL LOADS) fNEC 2014 - 220.82(B)) 20.72 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 20.72 KVA TOTAL DEMAND LOAD fNEC 2014 - 220.82(A)) 32.90 KVA MINIMUM SERVICE SIZE 137.10 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 150 Amp Electrical Diagram 150 Amp, Main 1-20V / 240V RECORD COPY Typical 150 Amp Interior Panel kLo/N0 2/0 SER Aluminum Service Cable SANFORDD Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 0cpgRTr`2 kNEC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire # 1 8 1 0 a 7 1- 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0054 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Starlight Homes Project Name: WP0054 Model: 2095 Lot/Block: 54 Subdivision: Wyndham Preserve 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date 1 1 T13032834 1 C 1 1 1 /23/18 12 1 T130328351 C3 1 1 /23/18 I 13 1 T130328361 C5 1 1 /23/18 1 14 1T130328371 E7 1 1/23/18 1 15 1T130328381 E7A 1 1/23/18 1 16 1 T1 3032839 1 H7 1 1 /23/18 1 7 IT13032840 T01 1 1/23/181 18 I T13032841 I T02 1 1/23/18 1 19 I T13032842 I T03 1 1 /23/18 110 IT13032843IT04 11/23/18 111 I T13032844 I T05 1 1/23/18 1 112 I T13032845 I T06 1 1/23/18 1 113 I T13032846 I T07 1 1/23/18 114 I T13032847 I T08 1 1/23/18 115 I T13032848 I T09 1/23/18 16 IT13032849IT10 1/23/18 ZIuILDIPV6 SANFORD O pA RTM 18. 1087 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 verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIITPI 1, Chapter 2. op, S No 0 ' 9•' • Xz STATE OF '41J ` oo 0 N A % E . Thomas A. Mani PE No.39380 Welt USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Gty Ply T13032834 WPOO54 C1 Corner Jack 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MITek Industries, Inc. Tue Jan 23 14:02:00 2018 Page 1 ID:SJVZMICe38 OmgpXOyOpGlycRbP-chg08Wgp8VZ9xyU7f?Mnn2hDHkWnL-jAygROf?zsSJ5 1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:8.7 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins, BOT CHORD 2x4 SP No 2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=135/0-3-8, 3=-9/Mechanical, 4=-2/Mechanical Max Horz 5=32(LC 9) Max Uplift 5=-65(LC 8), 3=-9(LC 1), 4=-3(LC 9) Max Grav 5=135(LC 1), 3=8(LC 8), 4=13(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-116/285 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. Thomas A. Alban! PE No.39380 MITsk USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Vwlry doslpn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M/1-7473 rw. 10103,20 f5 BEFORE USE. Deslgn valld for rise only with MllekO connectors. This design Is lrssed only upon parameters shown. and Is for an 6x9vkNal bulding component. nol o I1L6i system. Before use. the building designer rinat verity the ap tAlcablilly of design parameters and property lncorporale this design Into the overall building design. Bracing IrldIcaled Is to prevent tulckllrlg of Individual Inks web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' 5 always tecµdred for stability and to Ixevenl collapse with possble personal Wray and pxopeny damage. For general guidance regarding the fabricatlom storage. delivery, erection and tracing of frnrsses and inns systems, sooANSI/TPI I Quality Criteria, DSB-89 and 6CSI Building Component 6904 Parke East Blvd Safety Information avaliatNe from teas Plate tnstltule. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type Ply T13032835 W P0054 C3 Corner Jack 4 1 Job Reference (optional) Builders FlrstSource, Tampa, Plant City, Florida 33566 a.1 su s Sep 1 a 20 i r MI t ek Ineubines, Inc. I ue Jtln LJ r•wvc.vv cv to rage I D:SJVZMICe38_OmgpXOyOpG 1 ycRbP-chg08 W gp8VZ9xyU71?M nn2hDwkV N L-jAyg ROf?zsSJ5 1.0-0 3-0-0 1-0-0 3-0-0 LOADING (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 FBC2017/TP12014 3.0-0 3-0-0 CST. DEFL. In loc) I/dell Ud TC 0.25 Vert(LL) 0.00 4-5 999 240 BC 0.11 Vert(CT) 0.01 4-5 999 180 WB 0.00 Horz(CT) 0.01 3 n/a n/a Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=178/0-3-8, 3=63/Mechanical, 4=28/Mechanical Max Horz 5=55(LC 9) Max Uplift 5=-56(LC 8), 3=-46(LC 12) Max Grav 5=178(LC 1), 3=63(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-150/328 Scale = 1.12.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, 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=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 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 100 lb uplift at Joint(s) 5, 3. Thomas A. Albani PE No.39380 MITsk USA, Inc. FL Craft 6634 6904 Parks East Blvd. Tampa FL 33610 Date: January 23,2018 WARNING- Voriry dorrgn pantmotom and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rov. 111110312015 BEFORE USE. Design vaild lot use only with W lek® connectors. This design Is Ixised only upon parameters shown. and Is rot an Individual building component, not a Buss system. Before use. the building designer must verify the o"Alrabaity, of design lxirarneters and popetty Incorporate This design Into the ovetall building design. Bracing Indicated Is to prevenl buckling of U1dNk1ua1 truss web aril/or chord members only. Additional temporary and permanent tracing WOW ' Is always required lot stability and to prevent collapse with possible personal"and property danage. For general guidance regarding the fablk;olion, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-a9 and l i Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type Qty Ply T13032836 WPOO54 CS Corner Jack 4 1 Job Reference (optional) nn•nono D— 1 Builders FirslSource, Tampa, Plant City, Florida 33566 aj oo s 06P ' o 4V' r -1 1 n^ jr-US as, nc. "' "" `" "' `"'" ' ID: 8JVZMICe38_OmgpXOyQpG1ycRbP-5tEpMsgRvohOZ63JDiiOKG;HH8m34RzJ' KA BSzsSJ4 1. 0.0 5-0-0 1 T 5-0-0 - Scale = 1:17 9 3x8 MT20HS I I Plate Offsets (X Y) - 12'0-0-12 0-1-12) 15:0-2-14 0-0-81 15'0-0-D U-1-121 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 005 4-5 999 240 MT20HS 187/143 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.05 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 5=247/0-3-8, 3=116JMechanical, 4=54/Mechanical Max Horz 5=85(LC 12) Max Uplift 5=-61(LC 8), 3=-78(LC 12) Max Grav 5=247(LC 1), 3=116(LC 1), 4=89(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-205/428 Structural wood sheathing directly applied or 5-0-0 oc puriins, 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=4.2psf; BCDL=3.OpsF h=15111; Cat. II; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Corner(3) 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 Ilve 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 100 lb uplift at joint(s) 5, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 WARNING- Verify doaign peramotora and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rov. 1603)2015 BEFORE USE. Design valid for use only with Milek9 connectors. 1Ns design Is based only upon rurameters shown. and Is for an IndMdual building component. not a Iniss system. Before rise. the building designer mmi verify the aplAcablilty of design parameters and properly Incorporate this design Into the overall bulllding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional iernporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Infruy and property damage. For general guidance regarding the fabricatim storage, delivery. erection and bracing of trusses and inns systems. seeANSI/TPI1 Quality Criteria, DSB•a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available aorn truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempo. FL 3300 Job Truss Truss Type Oty Ply T13032837 WP0054 E7 Jack -Open 26 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 B 130 s Sep 15 2017 Mi l ex industries, Inc, rue Jan 23 1 v:uc:u2 cv ra rage r ID:BJV ZMIC e38_OmgpXOyOpG t ycRbP-Z4 nBZCr3g6psAGeW nOOFsTmNoY49puDT0_wXkuzsSJ3 1.0-0 7-0-0 1-0-0 7-0.0 Scale = 1:21 9 oC6C6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.12 4-5 >655 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) -0.22 4-5 >370 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 24 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=318/0-3-8, 3=1 71 /Mechanical, 4=75/Mechanical Max Horz 5=116(LC 12) Max Uplift 5=-76(LC 12), 3— 115(LC 12) Max Grav 5=318(LC 1), 3=171(LC 1), 4=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5— 257/484 NOTES- 1) Wind: ASIDE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 6-11-4 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 100 lb uplift at joint(s) 5 except Qt=lb) 3=115. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 89U Parke East Blvd. Tampa FL 33610 Date: January 23,2018 WARNING - Vorfly dordpn pera melam and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,111-7473 rov. la03MIS BEFORE USE. Design valid for use only with Mllek0 connectors. This design Is bred only upon parameters shown, and Is for an trxfMduat bxlldirlg component. not a fnrss system. Before trse, the bidding designer must verity the applicability of design parameters and properly blcorporafe this design Into the overall bxAding design. Bracing Indicated Is to prevent Lxrckllrlg of Individual truss web and/or chord members only. Addlllorxi temporary and permanent bum--Ing MiTek Is always required for stability and to prevent collapse with possiNe personal Injury and property damage. For general guidance regarding the fabk:alion, storage, delivery. erection and bracing of trusses and inns systems. seeANSI/TPI I Quality Criteria. OSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tenpa, FL 33610 Job Truss Truss Type City Ply T13032838 WP0054 E7A Jack -Open Supported Gable 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.1 jU s Sep 15 201 l MI t ex industries, Inc. t ue Jan 23 14:02:02 zu i o r-aye 1 ID:BJVZMICe38_OmgpXOyOpGlycRbP-Z4nBZCr3g6psAGeWnOOFsTmZkYBkptKTQ wXkuzsSJ3 1.0.0 7-0-0 1.0-0 7-0-0 2x4 11 9 e 7 3x6 11 2x4 11 2x4 11 2x4 11 Scale = 1:23.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 1 Wr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 1 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-4 REACTIONS. All bearings 7-0-0. lb) - Max Horz 2=147(LC 11) Max Uplift All uplift 100 lb or less at Joint(s) 7, 2, 8 except 9=-104(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 7, 2, 8, 9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 2-4=-360%172 WEBS 4-9_ 158/408 Structural wood sheathing directly applied or 6-0.0 oc puffins, 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=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-10-4 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8 except gt=lb) 9=104. Thomas A. Albani PE No.393E0 Wilk USA, Inc. FL Carl 6634 6904 Parks East Blvd. Tampa FL 33610 Dab: January 23,2018 Q WARNING - Vorlly design paramofors and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M04473 rov. IaV3,2015 BEFORE USE. Design valid lot use only vAth Mllekb connectors. This design Is based orgy upon parameters shown. and Is for an individual bAldirlg component, not a buss system. Before use. the building deslgnet must verlty the applicability of design parameters and property incorpotato this design Into the overall txdlding design Bracing Indicated Is to Lxtckling of Individual truss web and/or chord members only. Addlllonal lemlxxand permanent tracing 1 A rxevenlIs always ieclldted for slabllity and to rxevenl collaime wIlh possaAe personal Inf ury and ixoperty damage. For general guidance regarding the IYIary iTek" 6904 Parke East Blvd. tatxicalkxt. storage, delivery. eiecllon aril bracing of trusses and Intss systems, soeANSI/TPI I Quality Criteria. DSB-a9 and BCSI building Cornponenl Tampa. FL 33610 SafetyInformationavallablettombrasPlateInstitute, 218 N. Lee Street. Sulte 312. Alexandrla. VA 22314. Job Truss Truss Type Qty Ply T13032839 WP0054 H7 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FlrstSource, Tampa, Plant City, Florida 33566 a.t 3u s Sep 15 2017 Mi i ek industries, Inc. 1 ue Jan LJ 14.04.03 401 a Gaya I D:8JV ZMICe38_OmgpXOyOpG t ycRbP-1 G LZnYshROxloQDi K7wUPhJICxR LYI Dceef4GKzsSJ2 1-5-0 5.11-9 9.10-13 1-5-0 5-11-9 3-11-3 Scale = 1:21.8 5-11-9 9-10-13 5-11-9 3.11-3 Plate Offsets (X Y)-- 2'0-0-B 0-1-12) f8'0-0-0 0-1-12) 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 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.07 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.03 4 rVa We BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 8=393/0-4-15, 4=201/Mechanical, 5=387/Mechanical Max Horz 8=156(LC 4) Max Uplift 8= 140(LC 4), 4=-122(LC 4), 5= •111(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-351/142, 2-3=-598/116 BOT CHORD 7-8=-229/545, 6-7- 229/545 WEBS 3-7=0/264, 3-6=-637/267 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 8=140, 4=122, 5=111. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-2(F=26, B=26)-to-4=-134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F- 15, B=-15) Thomas A. Aibani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Vodly doslpn peremofon: and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rov. fat ZW I S BEFORE USE Design valxi for use orgy with MilekO connectors. This design Is based Orly upon parameters shown. and Is for an Individual fxreding component. not a Iniss system Before use. the lxdldlng designer must verify the agxtcabaity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to provent buckling of lndMddal truss web and/or chord members only. Additional lempotay and permanent lxocing MiTek is always rectulred lot stability and to rxevent collarne wllh possible personal InWry and properly damage. rot general guidance regarding the fabrication. storage, delivery. erecflon and bracing of trusses and Iniss systems. seeANSI/TPI I Quality Criteria, DSB-a9 and IICSI Building Component 6904 Parke East Blvd. Safety Information available tiom truss Rate Institute, 218 N. Lee Street, Suite 312. Nexancida. VA 22314. Torrpo. FL 33610 Job Truss Truss Type Qy Ply T13032840 WPOO54 T01 Half Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep i 5 2017 Mi i ex industries, Inc. I ue ddn co 19:Vd.U4 LU 10 -UV I ID:BJVZMICe38_OmgpXOyQpGlycRbP-VSvx uUCt3aQaouurRtyurnkLkMHZZmtlPdonzsSJ1 1.0- 7-0-0 12-1-1 17-0-6 21.11-10 26.10-15 32-U-0 1-0-0 7-0.0 5.1.1 4-11.5 4-11-5 4-11-5 5 1-1 Scale = 1:55.5 2x4 II 7x10 = 2x4 II 3x8 = 4x6 = Sx12 = 2x4 II 5.00 12 7x10 = - 14 Sx123x6115x8 = 12 MT20HS — = 2x4 11 6x8 6c= 2x4 II T7.0.6 10.15 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Veri(LL) 0.30 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.54 13-15 >707 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.11 10 rVa n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, 1-3. 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-10 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 10=2593/0-3-8, 2=2452/0-3-8 Max Harz 2=145(LC 7) Max Uplift 10=-952(LC 5), 2=-867(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5148/1831, 3-4=-618W2297, 4-5=-6181/2295, 5-7=-5553/2059, 7-8=-5553/2059, 9-10= 256/154 BOT CHORD 2-16=-1731/4545, 15-16=-1739/4577, 13-15=-2436/6512, 12-13=-2436/6512, 11-12=-1299/3458, 10-11=-1299/3458 WEBS 3-16=-194/840, 3-15=-716/2002, 4-15=-654/389, 5-15=-435/142, 5-13=0/327, 5-12=-1150/434, 7-12=-546/336, 8-12=-922/2499, 8-11=0/337, 8-10=-4076/1499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh t1=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 10=952, 2=867. 8) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 624 lb down and 219 lb up at 7-0-0 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: January 23,2018 r.nntint tort al" 9 Q WARNING - Vorlly doalpn pammofon and READ NOTES ON Tiffs AND INCLUDED MITEK REFERANCE PAGE M11.7473 rov. Iam3R015 BEFORE USE. Deslgn valld for use only with Milek® connectors. lhls design Is based only upon pxxamefers shown. and Is tot an individual building component. not a Irus system. Belore use. the building designer must vedty the applicability of design parameters and properly Incorporale this design Into the overall Lxdlding design. Bracing Indicated IsidtopreventbucklingofIndividual truss web aril/or chord members only Addlllorwtemporary m ltemraryandpetanentbracing MiTek_ Is always reclulted tot stability and to prevent collapse with possible personal h*iry and poperty damage For general guklance regarding the fabrkbaflon, storage. delivery, erocfion and bracing of tntsos and frus systems. socANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdiabxe from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type Oty Ply T13032840 WPOO54 TO1 Half Hip Girder 2 1 Job Reference (optional) Builders F1rslSource, Tampa, Plant City, Florida 33566 a.13U s Sep 15 2017 Mi i er inouanes, mu. i ue dan co w,4- LV to ra}Iv c I D:8JVZMICe38_Omq pXOyQpG 1 ycRbP-VSvx_uUCj3aQaouurRjyurnkLkM HZZmtl PdonzsSJ 1 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-54, 3-9=- 11 8(F=-64), 2-16— 20, 10-16=-44(F=-24) Concentrated Loads (lb) Vert: 16=-475(F) WARNING - Vorlly doslpn psramofors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 mv. f aewof S BEFORE USE. Design vaikf for use only with Mllek® connectors Ihls design Is tamed only upon parameters shown. and B for an ktdivlclual building component. not a Truss system. Before use. the bullding designer must vetIly the applicability of design parameters and ixopetiy Incorporate this design Into the overall building design Bractrtg indicated Is to prevent buckling of individual Irtss web and/or chord members only Additional temporary and permanent bracing WOW Is always required lot stability and to prevent collapse wlih possible personal Wy and properly darnago For general guidance regarding the 6904 Parke East Blvd. fobrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-E9 and BCSI Wilding Component Tar pa. FL 33610SafetyInformallonavdiabiehornbussPlateInstitute. 218 N. Lee Street. Suite 312, alexandda. VA 22314. Job Truss Truss Type Qty Ply T13032841 WP0054 T02 Hip 2 1 Job Reference (optional) Builders F1rstSource, Tampa, Plant City, Florida 33566 6.13u s Sep 15 zai r ivii i trK uruusumb, inc r un Jail co cv 16 ayo ID:8JVZMICe38 OmgpXOyQpGlycRbP-zeTJCEtxzlBRljN5SYyyU60zZIOZ043v6y8BKDzsSJO 1-0- 6-1.11 9-0-0 16-0-0 23-0-0 25-10-1 31.11-8 it 6.1-11 2-10-4 7-0-0 7.0-0 2-10 1 6-1-7 46 = snn171-7 3x8 = 4x6 = Scale = 1:55 4 Sx8 if 13 1 Z It 5x8 11 3x8 = 5x6 = 3x9 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.16 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.32 2-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.11 10 We n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-SH Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-3-10, Right 2x4 SP No.3 3-3-10 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=-59(LC 13) Max Uplift 10=-286(LC 8), 2_ 321(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2197/1452, 4-5— 2018/1343, 5-6— 1870/1278, 6-7=-1868/1322, 7-8=-2015/1392, 8-10=-2192/1516 BOT CHORD 2-13=-1226/1909, 12-13=-1274/2315, 11-12=-1274/2315, 10-11=-1195/1904 WEBS 4-13=-901292, 5-13=-312/490, 6-13=-620/370, 6-11=-624/355, 7-11=-335/488, 8-11=-86/333 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=3.Opsl; h=151t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 31-11-8 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 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 100 lb uplift at joint(s) except 01=1b) 10=286, 2=321. Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cert 6634 U Parke East Blvd. Tampa FL 33610 Data: January 23,2018 0 WARNING- Vorlly dorlgn panmer. end READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE M9-7473 rev. 1426 I S BEFORE USE. Design valid for use only with Milek® connectors. Ihls design Is based only upon pwameters shown. and Is for an IndlNchral txIDtling component, not a lum system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Iho overall building design. Wacing Indicated Is to prevent lulcklhug of IndNkhral tnra web and/or chord members only. Additional lernporary and permanent bracing WOW Is always required lot stability and to lrevenl collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of misses and tnra systems. seeANSI/TPI I Quality Crllerla, DSB-89 and BCSI Bullding Component 6904 Parke East Bbd Safety Information available from truss Plate Institute. 218 N. Lee Stroet. Suite 312, Alexarxlrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oy Ply T13032842 W POO54 T03 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 1 o 20117 Mi t ex mausures, inu. i ue uaii ca 1 y.vc.0o ev i o rage r ID:BJVZMICe38 OmgpXOyOpGlycRbP-Rr1iPauajLJlftyHOGTB1Jx80gK4flda2LcuktizsSJ? 1-0- 6-11-2 11-0-0 16.0.0 21-0.0 25-0-10 31-11-8 1-0-0 6-11-2 4- 1 14 5.0-0 5.0-0 4-0-10 6-10.14 Scale = 1:55.4 4x6 = 3x4 = 4x6 = 5 6 7 Sx8 11 15 14 1 z r ' 3x8 11 2x4 II 3x8 = 4x6 — 3x8 = 2x4 11 iF LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(L-) 0.25 12-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.55 12-14 >701 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.10 10 rVa IVa BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-8-12, Right 2x4 SP NO.3 3-8-11 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Horz 2= 71(LC 13) Max Uplift 10=-272(LC 13), 2=-301(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2202/1447, 4-5=-1902/1268, 5-6=-1732/1211, 6-7=-1731/1244, 7-8=-1900/1306, 8-10=-2201/1507 BOT CHORD 2-15=-1212/1927, 14-15=-1212/1927, 12-14_ 1021/1873, 11-12=-1176/1922, 10-11=-1176/1922 WEBS 4-14=-286/399, 5-14=-311/478, 6-14=-311/215, 6.12=-313/205, 7-12=-332/478, B-12=-282/445 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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 31-11-8 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, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=272, 2=301. Thomas A. Albani PE No.39380 fAITek USA, Inc. FL Cart 6634 6904 Park# East Blvd. Tampa FL 33610 Date: January 23,2018 0 WARNING - Vorlly dosrgn pwametae and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67173 rev. faC3,2015 BEFORE USE. - Design valld for use only with Mllek9 connectors. Ihls design Is based only upon I>Ma neters shown. and Is foi an Individual building component. not a truss system. Beloro rise, the building designer must verity the, applicability of design parameters and property tricorpotate Ihh design Into the overall lxdlding design. Bracing Indicated Is to Prevent txtckllrl0 of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' Is always regddred foi stability and to pievent collalne with possible personal trlhdy and Ixopeny damage. For geneial guidance regarding the latxkaflon, storago. delivery, erection and bracing of frusses and truss systems, soa-ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallat-le from truss Plate Institute. 218 N. Lee Sheol. S1dfe 312. Nexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13032843 WPOO54 T04 Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 B.QU s Sep 1b 2u1 / for I eK inoustrfes, Inc. i ue ,Ian za 14:02:07 2010 rage I ID:8JVZMICe38_OmgpXOyOpGlycRbP-vlb4dwvCUeR9H1WTZz_OZXTFoZkIU3zCZGdHP6zsSJ_ r1-0•q 8.0.2 13.0.0 19-0-0 23.11-10 _ 31.11-8 r 1-0.0 8-0-2 7111-13 6-0-0 4-11-10 7-11-14 Scale = 1:55 4 l 5x8 = 4x6 = 3x8 11 19 I j I 1 'v 3x8 11 2x4 11 3x8 = 2x4 11 LOADING (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 FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-3-13, Right 2x4 SP No.3 4-3-12 REACTIONS. (lb/size) 9=118210-3-0, 2=1237/0-3-8 Max Horz 2= 82(LC 17) Max Uplift 9=-288(LC 13), 2_ 310(LC 12) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.85 Vert(LL) 0.11 9-10 >999 240 MT20 244/190 BC 0.77 Vert(CT) -0.23 2-14 >999 180 WB 0.35 Horz(CT) 0.10 9 rda n/a Matrix-SH Weight: 170 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2186/1430, 4-5=-1748/1207, 5-6=-1573/1185, 6-7— 1748/1236, 7-9=-2181/1484 BOT CHORD 2-14=-1184/1913, 13-14=-1184/1913, 11-13=-808/1573, 10-11 =-1 140/1908, 9-10=-114011908 WEBS 4-14=0/ 262, 4-13=-456/475, 5-13=-242/393, 6-11=-248/391, 7-11=-452/520, 7-10=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1.0-0 to 5-0-0, Extedor(2) 5-0-0 to 31-11-8 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 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.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) 9=28812=310. Thomas A. Albani PE No.393E0 MiTilk USA, Inc. FL Cart 6634 004 Parka East Blvd. Tampa FL 33610 Data: January 23,2018 WARNING . Vorfly doslgn pammotora and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M17.7173 rov. rOM3420I5 BEFORE USE. Design valid for use only with Mllek® connectors. Ihls design Is based only upon parameters shown, and Is for an Individual Iullding component, not o 11LISi system. Before use. the brdtding designer must verity the applicability of design parameters and Ixoporly incorporate this design Into the overall Ixdtding design. racing Indicated Is to prevent buckling of Individual taus web aril/or chord members only. Addltlorxd temporary and permanent txacing WOW Is always reclrdred la stability and to provent collapse wllh passable personal b*try and property damage. For general guidance regarding the fabrication. storage- cfellvary. erection and bxocing of irises and truss systems. seeANSI/TPI I Quality Criteria. DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from truss Plate Institute. 218 N. Lee Street. Suite 312, Mexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type Oty Ply T13032844 W P0054 T05 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MI I eK Industries, Inc. T ue Jan 2:i 1a:U2:U6 CU18 rage 1 ID:BJVZMICe38_OmgpXOyOpGiycRbP-ND9SgGwgFyZOuB5g7gVf6kOQ2y4pDYILowNrwYzsSlz 7-7-3 15-0-0 70.0I 24.4.13 32.0.010•0 7-7-3 7-4.13 00Q7.4-13 7.7.3 0 5.00 12 4x6 = 4x6 = Scale = 1:55.8 5x8 II 16 1b 13 rZ 5x8 II 2x4 II 15.0-0 2x4 II 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.19 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.35 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.10 11 rVa rVa BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15. 9-13 SLIDER Left 2x4 SP No.3 4-1-2, Right 2x4 SP No.3 4-1-2 REACTIONS. (lb/size) 2=1239/0-3-8, 11=118310-3-8 Max Horz 2=- 94(LC 13) Max Uplift 2=- 324(LC 12), 11=-302(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 4=-2230/1481, 4-6=-1626/1136, 6-7=-1435/1127, 7-9=-1627/1141, 9-11=-2234/1542 BOT CHORD 2- 16=-1242/1960, 15-16=-1242/1960, 13-15=-707/1435, 12-13=-1207/1966, 11-12=-1207/ 1966 WEBS 4-16= 0/304, 4-15=-660/599, 6-15=-223/365, 7-13=-240/366, 9-13=-666/653, 9-12=0/304 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=3.Opsf; h=150; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 32-0-0 zone; cantilever left and right exposed end vertical left and Fight 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.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 01=1b) 2=324,11= 302. Thomas A. Albani PE No.39380 MITsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23, 2018 Q WARNING • Verify design peremof= and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M114173 rev. f aM2015 BEFORE USE. Design va ld for use orgy with Mliek® connectors. This design is based only upon parameters shown. and Is for an Individual buVdirlg component, not a Sus system. Before use. The IxAlddtrlg designer MUST verity The applicability of design paimneters and poperty Incorporate tits design Into the overall IxAlding design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chard members only. Add lional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal b*try and property damage. For general guidance regarding the fabilcatlon, 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 Institute, 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tarnpe, FL 33610 Job Truss Truss Type Qty Ply T13032845 W P0054 T06 Common 3 1 Job Reference (optional) Builders FlrstSource, Tampa, Plant City, Florida 33566 8A 30 s Sep 15 2017 MITek Industries, Inc. Tue Jan 23 14:02.09 2018 Pagel I D:8JVZMICe38_OmgpXOyQpG 1 ycRbP-sQjq 1 bxSOGht W LgshOOutyZcDM PDXXOV 1 a6OS_zsSly r1 0 Q 8-1.12 16-0-0 23-10-4 32-0.0 33.0•q 1.0.0' 8-1.12 7-10-4 7-10-4 8-1-12 1.0.0 5x6 = 5.00 12 Scale = 1:54.5 5x8 11 14 1 s .4 5x8 11 2x4 II 5x8 = 2x4 II 1II d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.79 Vert(LL) 0.15 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.26 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.10 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-13, 4-13 SLIDER Left 2x4 SP No.3 4-4-11, Right 2x4 SP No.3 4-4-11 REACTIONS. (lb/Size) 2=1238/0-3-8, 10=1236 0-3-8 Max Horz 2=-98(LC 17) Max Uplift 2=-330(LC 12), 10=-330(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2209/1699, 4-6— 1564/1348, 6-8=-1564/1348, 8-10=-2209/1699 BOT CHORD 2-14=-1397/1940, 13-14=-1397/1940, 12-13=-1394/1940, 10-12=-1394/1940 WEBS 6-13=-499l724, 8-13=-685/647, 8-12=0/314, 4-13=-685/647, 4-14=01314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0. 18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 16-0-0, Comer(3) 16-0-0 to 22-0-0 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 3x4 MT20 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 will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=330, 10=330. Thomas A. Albani PE No.39360 MiTsk USA, Inc. FL Csrt 6634 6904 Parke East Blvd. Tampa FL 33610 oats: January 23, 2018 WARNING - Vorfly dorfyn paromotom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7173 mv. M03201S BEFORE USE. Design valid for use only with Mllek® connectors. this design Is rased only ul»n r"arneters shown. and Is for an IndlAclual building component. not a truss system. Belore use, the Ixrllding designer must verity the applicability of design panarneters and property Incorpowte this design Into the overall bxAding design. Bractng Indicated Is to buckling Individual miss web anal/or chord members only Additional temporary and permanent txaclng WOW prevent ofisalways required nor stability and to pevent collapse with Possible personal Irlhry and property damage, For general gtridance regarding the 6904 Parka East Blvd. falxicaflon, storage. delivery, erecflon and bracing of muses and truss systems. sec-ANSI/TPI I Quality Criteria, DSB-89 and aCSI Building Component Tempe. FL 33610 Safety InformationavailablefromtrussPlateInstitute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply W P0054 T07 Monop)tch Supported Gable 1 1 Ti032846 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep i a 20i r Mi r ek muusrues, mc. ! ue jail co 14,4. Iv cv I o aye 1 ID:8JVZMICe38 OmgpXOyOpGlycRbP-KcGCFxx4nZpk8VF2F5Y7B95xnmuHgVDeFEsy?OzsSlx 1-0-0 5-0-0 1.4p 5-0-0 Scale = 1:14 2 3x8 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 1 rVr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 21 lb FT = 20"6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=63(LC 8) Max Uplift All uplift 100 lb or less at Joint(s) 9, 5, 6, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6, 8, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9= 140/288 WEBS 3-8=-139/352 Structural wood sheathing directly applied or 5-0-0 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=4.2psf; BCDL=3.OpSf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 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) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 9, 5, 6, 8, 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke Ent Blvd. Tampa FL 33610 Date: January 23,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rov. 1063,2015 BEFORE USE Design vatkl for use oNy vAth Mnek® connectors. this design Is lxned oNy upon parametersshown. and Is for an Individual building component. not a trues syslom. Before rise. the building designer must verify the applicablilty of design p aiarneteis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual finis web and/or chord members only. Addillonal temporary and permanent bracing MiTek* is always tequdred for stability and to prevent collapse wnh possible personal kNdy and property damage. For general guidance regarding the fabrIccllkxr. storage, delivery, erection and bracing of frLmes and Ines systems, seeANSI/TPI I Quality Criteria, DSB-89 and 6CSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T13032847 W P0o54 T08 Monop itch 9 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 8.130 s Sep ra 201 r rwi i en uiuusties, Inc. I — uan 20 1, -- , oU- , ID:8JVZMICe38 OmgpXOyQpGlycRbP-KcGCFxx4nZpk8VF2F5Y7895uTmuGgRTeFEsy?QZSSix 1-0 0 5.0.0 1-0-0 5.0-0 Scale = 1:14.2 3x4 = 4x10 MT20HS I I 5-0-0 5-0-0 Plate Offsets (X Y) 12'0 G-8 0-1-121 15:0-0-0 0.1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 4-5 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.00 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 22 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=62(LC 9) Max Uplift 5=-102(LC 8), 7=-58(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6— 60/258, 2-5= 204/436 NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opst; h=15ft; Cat. Il; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MIW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 5=102. Thomas A. Albani PE No.39300 MiTsk USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date. January 23,2018 WARNING - Vorfly doslgn parnmorare end READ NOTES ON THIS AND WCLUDED M/TEK REFERANCE PAGE MIF7473 rev. IMAMS BEFORE USE. Design valid for use oNy with MilekO connectors. This design is base only upon pxuameters shown. and h for an Individual building component. not a Uss system. Before use. the building designer midst verify the app lIcatAity of design parameters and property Incoip oicife Ihls design Into the overall ubuilding design. Bracing Indicated Is to pievent Iulclding of individual tn15 web and/or chord members only. Additional temporary and permanent lxacing MiTek' Is always iectulred lot stability and to prevent collapse with possible personal Injury ryaryl property damage. For general guidance iegarding the fatxlcafion, storage, delivery, erection and Ixocing of tenses and this systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Bultding Component 6904 Parke East Blvd Safety Information available noun Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13032848 W POO54 T09 Monopitch 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep i 5 20117 MI i ex industries. Inc. i ue den co 4:02: 11 20118 rage I D:8JVZMICe38_OmgpXOyOpG 1 ycRbP-oogbSHyiYtyblegEop3M kNe3DAEV PujoUubV XtzsSlw 1.0.0 5.0-0 1-o-0 5-0-0 3x4 = 4x10 MT20HS I I Scale = 1:14.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Veff(CT) 0.02 4-5 999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 7 rda n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Harz 5=62(LC 9) Max Uplift 5=-102(LC 8), 7=-58(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6— 60/258, 2-5=-204/436 Structural wood sheathing directly applied or 5.0-0 oc puffins, 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=4.2psf; BCDL=3.Opsh h=15tt; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pst 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5=102. Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cart 66U 6904 Parka East Blvd. Tampa FL 33610 Data: January 23,2018 Q WARNING- Vadly design puametors and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M/14473 mv. 10103,201S BEFORE USE. Design valid for use only with MITek® connectors. ihfs design Is t>ose d only upon parameters shown. and Is for an Incilvlckual txAdtng component not a truss system. Before use, the building deslgncr must verity the applicability of design parameters and property incorporate this design Into the overall Widing design. Bracing Indicated Is to prevent buckling of Indtvldual truss web and/or chord members only. Additional temporary and permanent tracing M iTek' Is always readied for stal>91ty and to prevent collapse with possble personal trlkay and property damage. For general guidance regarding the falxlcalion. storage. delivery, ereclion and tracing of trusses and frlss systems, seeANSI/TPI I Quality Criteria, DSB-a9 and SCSI Buading 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 Truss Truss Type Qry Ply T13032849 W P0054 T10 GABLE 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 a.f su 5 cep 13 ev 11 w1i 1 c, lrruusmus, Inc. r ue Jan 23 1": 4. i c cv v r ues I D:BJ VZMICe38_OmgpXOyQpG 1 ycRbP-G?OzgdzKJ B4SNoPRM W abGaAGoabM8OHxIYL23JzsSly 5.0.0 1 3x8 11 2x4 II 2x4 11 Scale = 1:14.2 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 FBC2017/TP12014 CSI. TC 0.19 BC 0.10 WB 0.09 Maldx-R DEFL. In Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) -0.00 loc) Well Ud 1 n/r 120 1 rVr 90 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puriins, BOT CHORD 20 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=90(LC 9) Max Uplift All uplift 100 lb or less at jolnt(s) 5, 9, 6, 8 Max Grav All reactions 250 lb or less at joint(s) 5, 7, 9, 6, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9- 142/325 WEBS 3-8=-137/304 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and fight 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 9, 6, 8. Thomas A. Albani PE No.39360 MITsk USA, Inc. FL Cart 6634 6904 Parks East Blvd. Tampa FL 33610 Data: January 23,2018 Q WARNING - Verify dor/gn peramotom and READ NOTES ON THIS AND INCLUDED UI EK REFERANCE PAGE M&7473 rov. 1 aN3=15 BEFORE USE. Design valid for use only with Milek®conroctors INs design Is based only upon parameters shown. and Is for an individual building component, no, a iris syslern. Belore use, the lxAmust designermstvedfythe applicability of design paramelers and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent broiling of individual trm web aril/or chord members only. Additional temporary and permanent tracing MiTek' Is always required for stablllly and to prevent collapse with passable personal Miry and property damage. For general guidance regarding the fabdcallon, storage, delivery. erection and tracing of trusses and lass systems, soc-AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Symbols Numbering System IA General Safety Notes PLATE LOCATION AND ORIENTATION 14- 1 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. 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/TPI 1: 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 0 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, ESR 1988 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 an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each ant and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabricotion. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a nonstructural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that specified. 13. Top chords must be sheothed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 R. 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 all portions of this design (front. bock, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. BEARING HEIGHT 56HEOULE J02 24-00-00 16' BCI 6000s-1 8 I J03 18-00-00 16- BCI 6000s-I 8 I JOB 18-00-00 16- BCI 6000s-1 8 1 J03 17-00-00 16' BCI 6000s-16 1 J04 17-00-00 16- BCI 6000s-I B I J06 7-00-00 16' BCI 6000s-1.8 I J05 5-00-00 16' BCI 6000s-1 8 I J07 4-00-00 16- BCI 6000s-1 8 I FOI 20-00-00 1 3/4- x 16' 12 OE 3100) LVL2 RMI 38-00-00 1-1/8' x 16' BC RIM BORRD OSB RMI 16-00-00 1-1/8' x 16' BC RIM BORRD OSB RMI 15-00-00 1-1/6' x 16' BC RIM BORRD OSB Bk1 31-00-00 16' BCI 6000s-I 8 1 m m M 7-0-0 0 u u u if if 1 2 13 I 2 6 2 I 1 I 24-0-0 cV cn S In .o 10 .n Ln M cV m m m m m m m m m m m If 11 II II If I II I I 7-0-0 1n 10 — u u u ll II I C1 ' C C E E7 E E7 E E. E E E7— E E7— E7— I I II I II I I — CI C3 C5 E7 E7 E7 E7 m E7 m E7 M E7 E7 E7 E7 E7 1E? I I E7 I 7-0-0 24-0-0 7-0-0 18-0-0 11 i cmm c, m c', m mm c,nm mm cnm mm m m H3, minm M m m c) m mm zrm rm rm LU m J6 I s J02 JO2 J01 J01 J01 J01 J01 J01 I J08 m m 5-8-0 12-4-0 m m m m m m m m m 20-0-0 9 1p ti m cm cn m ti m m Hanger List H3 IUS2.37/16 NOTE5: L) REFER TO HID 91 (RECOWAENDATION5 FOR WINDLIN6 INSTALLATION AND TEMPORARY DRACIN6 ) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT DRACING REQUIRED 2) ALL TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) K915T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE GRACING REQUIREMENTS 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DUILOER 4 ) ALL TRU55E5 ARE DE516RED FOR 2- o c MAXIMLIA 5PACIN6. L111LE55 OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD DEARIN6, UNLESS OTHERWISE NOTED. 6) 5Y42 TRIU55E5 MAT DE INSTALLED WITH THE TOP DEIN6 UP 7.) ALL ROOF TRUSS HANGERS TO DE SIMPSON HTU26 UN-E55 OTKERW15E NOTED. ALL FLOOR TRUSS HAN6ER5 TO DE SIAPSON THA412 UNLESS OTHERWISE NOTED D) DEAWHEAOERILUNTEL ((IDR) TO DE F1RN5HED DY DUILDEft. SHOP DRAWING APPROVAL THIS LAYOUT IS THE 5OE SOURCE FOR FADRICATION OF TGU55E5 ADD VOIDS ALL PaYIOIS AUFDTECTURAL OR OTHER IRU55 LAYOUTS REVIEW ADD APPROVAL O 145 LAYOUT MIST DE RECEIVED DEFORE ANY TRUSSES WILL DE GILT VERIFY ALL COD TV6 TO INSURE A6AN5T OWES THAT WILL RESULT OU EXTRA DRAWS TO YOU 14-t.9 Dd.01 Drt< VP-u IT Oyu 6 Builders FirstSource Orlando PHONE: 407-851-2100 FAX. 407-851-7111 Plant City PHONE: 813-75`1-54151 FAX 813-752-1532 Starlight Homes IL 2095 Elevation S N up[[ s W P0054 Dun IT 10/16/17 Josh RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form ILo,Nc SANFORD o AgRTN Project Location Address j4L o ue., &fQVSe !(,r t- Permit # # 1 8- 1 0 8 7 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging THERMA TRU FIBER CLASSIC Sliding I WINDOWS & DOORS 420 FL15332-R4 Sectional WAYNE DALTON 5120/6100/9100#0230 FL9174-R12 Roll U Automatic Other 2. Windows Single Hung Silverline BLDG PROD CORP SERIES 2900/4900 SINGLE HUNG FL19715-R3 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding JAMES HARDI BLDG PROD INC HARDIPLANK LAP FL13192-R5 Soffits ALUMINUM COILS MASTIC ENDURANCE FL12194-R6 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CERTAINTEED CORP ROOFING CERTAINTEED CORP ROOFING FL5444-R12 Underla ments TAMKO BUILDING PRODUCTS INC UNDERLAYMENTS FL12328-R8 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents LOMANCO, INC ALUMINUM ROOF LOUVER FL3792-R10 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels CAST-CRETE USA, INC HIGH STRENGTH CONCRETE LINTELS F 158-R10 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Boise Cascade Engineered Wood Products EASTERN &SqPECIFGU IERmill for products manufactured in Alexandria [Lena], Louisiana r ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Product Profiles, BCI° Architectural Specifications ......... 3 About Floor Performance, BCI° Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 BCI® Floor Framing Details .......................... 5-6 o ; BCI® Joist Hole Location B Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8 - 9 r f BCI° Floor Load Tables ........................... U 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BCI® Roof Span Tables ........................... 15 - 18 BCI® Roof Load Tables ........................... 19 - 23 BCI® Design Properties, BCI°Allowable Nail Spacing ....... 24 ry Boise Cascade Rmmboard Products/Properties ............ 25 0 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 0 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floortwall intersection. VERSA -LAM° Products, Specifications, Allowable Holes..... 26 VERSA-LAAP Details, Multiple Member Connectors ........ 27 VERSA-LAA40 Floor Load Tables (100% Load Duration) ......... 28 VERSA-LAA40 Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA-LAMm Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAW Closest Allowable Nail Spacing ............. 31 VERSA -LAW Design Values ........................... 31 VERSA -LAID 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Product -Pro -files 30Joists VERSA-LAMD VERSA -LAM® VERSA-LAMO 130114500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCIOWs ff " ' BCI ' 90s 2.0 1.7'2650 ' '1'.8' 2750 2.03100 1'/z'I — — — 1Y:'I T 1'/41, T 11/61, T 1 I 9/z I 9/2' 9 /2" 11'/&" 11Y:' I I 3'/i" 11'/:' 9'/' n " 11'/:' " 11'/:' '/i 14" '/e 14" 3'/Z u 3'/= to W. 14" '/e 1114Y' / 14" / 14" 16" 16' t0 16" ` to 7Yi' 24 J_ 1 _ - i —+ I— 1 I— ---I I-- --I I I I ICI 1'h" 2" 25/1e" 29/1s' 25/1s' 3'/z" 1'/2" 1W 3'/i" 3'/z" to 5'/T 11/2' 1W, Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/z", 5'/4" BCIO and VERSA -LAM" products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BC_I°_J,o.ist_ Arch itectur_al_Spe.cifications__ Scope: This work includes the complete furnishing and installation of all BCIm Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCIm Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCIm Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP • Eastem Specifier Guide • 08104/2015 Residential Floor Span Tables About Floor Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to Performance increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subf/oor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Joist De th BCI' Joist Series THREE STAR * * * FOUR STAR * +* * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE * CAUTION Live Load deflection limited to 1_/480: The common industry and design community standard for residential floor joists, 33% stiffer than L1360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'h" and 117/6' deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to 1_1360: Floors that meet the minimum building code U360 criteria are structurally sound to cant' the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" O.C. 16" o.c, 19.2" o.c 24" o.c 32" O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19 2" O.C. 24" O.C. 32" O.C. 4500s 1.8 16'-11" 15'-6" 14'-8„ I 13'-7" • I 11'4„ 11,-6" 11'-6" I 10'-0" I 10'4" 9,-7„ 18'-9„ 16'-8" 15'-3" 13'-7" 11'4" 5000s 1.8 1T5" 16-4' 15-2" 14'-1" I 12'S" 11'-0" W-15" 10'-0" 10'-0" 9'-11" 19'-4„ 17'-9" 16-4" W-7" 12'S" 9'/i' 6000s 1.8 18'-2" 16'S" 15'-6" 14'41" 13'-4" 11'-0" 11'-0" 10'-0" 10'-0" 10,-0" 20'-2" 18'-5" 1T-5" 16-9" 13'4" 6500s 1.8 18'-8" 1T-1" 16'-l" 16-0" I 13'-0" 11'-0" 11'-6- 10'-0" I 10'-0" I 10'-0" 20'-0" 18'-11" 1T-10" 16'-T' 14'-0" 4500s 1.8 20'-0" I 18,-4„ 17'-3„ 15'-5" I 13'-4" 15-6" 14,-3" I 13'-5" I 12'-6" 114„ 21'-10" 18,-11„ 17'-3" 15'-5" 13'-4" 5000s 1.8 20'-9" I 1g-v, 1T-11" 16'-T' I 13'-4" 16-6" W-9" 13'-11" I 12'-11" I 11'-9" 23'-0" 20'-4" 18'-0" 16'-7" 13'-4" 6000s 1.8 21'-7" I 19'S" 18'-7" 1T-4" 14,-10" 15-0" 16-4" I 14'5" I 13'5" 12,-1" 23'-10" 21'-10" 20'4" 1T-11" W-10" 6500s 1.8 22'-2" I 20'-0" 1v-2" 1T-10" W-10" 16-0" 16-10" I W-11" I 13'-10" 12'-7- 24'-6" 22'-5" 21'-1" 18'-10" 14'-10" 60s 2.0 23'-7" 21'-0" 20'-4" 16-11" 16'-4" 18'-0" 16'-9" 16-9" 14'4" 13'-0" 26'-l" 23'-10" 22'-6" 21'-0" 16-4" 90s 2.0 2v--r I 24'-0" 27-10" 21'-0" I 19'-4" 19'-0" 18'-10„ 1T4" 16'5" 14'-10" 29'5" 26'-10" 26-3" 23'-0" 19'_4" 4500s 1.8 22'-9" I 20'-7" 18'-9" 16,4„ 113'-11" 17,-10" 16,4„ 15'-4" I 14'-3" 13,4„ 23,-10" 20'-7" 18,4„ 16,4" 13,-11" 5000s 1.8 23'-T' 21'-T' 20'-2" 18'-0" I 13'-11" 18'-6„ W-10" 16-11" 14'-9" 13' 5" 25'-T' 22'-l" 20'-2" 18'-0" 1IT-11" 6000s 1.8 24'-6" 22'5" 21'-2' 1V-6- I 16-5" 19'-2„ 1T4" 16S" I 16-4" 13'-11" 2T-1" 1 23,-11" 21,-10" 19,5„ 155„ 14" 6500s 1 8 254" 23'-0" 21'4" 20'-2" I 15'S" 19'4" 1T-11" 16-11" 15'4" W-W 2T-9" 26-2" 22'-11" 20'-0" 155" 60s 2.0 26'-9" I 24'5" 23'-0" 21'5" 16'-4" 217-11" 19'-0" 1T-11" 16,-T' 15'-1" 29'-T' 2T-0" 26-6" 21'-10" 16'-4" 90s 2 0 30'-1" 2T5" 26-10" 24,-0" 19'-0" 23'-0" 21'-4" 20'-0" 18'-0" 16'-9" 33'-3" 30'-4" 28'-7" 26'-0" 19,5" 4500s 1 8 25'-2" 22,4„ 20,-1" 17'-11" I 14'-l„ 19,4„ I 18'4" I 17'4„ 115'-10" I 14'-l„ 25,-5" 22,4„ 20,-l" 17'-11„ 14,-1" 6000s 1.8 2T-0" I 24'-9" 23'-4" 20'-10" I 15'-9" 21'-2" 19'-4" 18'-2" I 16'-11" 15-4" 29-6- 25'-6" 23'-4" 20'-10" 16-9" 16" 6500s 1.8 2T-9" 25'-4" 23'-11" 21'-1" 16-9" 21'-9" 19'-9" 18'-8" 17-4" I 15'-8" 301S" 26-11" 24'S" 21'-1" 15'-9" 60s 2.0 29'-T' 2T-0" 26 21'-10" I 16-4- 23'-2" 21'-l" 19'-10" 18'5" 16-4" 32'-8" 29'-10" 27'-4" 21'-10" 16-4" 90s 2.0 33'-4" 30'-4" 28'-T' 26'-2" 19'—T' 26'-0" 23'-T' 22'-2" 20'-6" 18'-T' 36,-10" 33'-T' 31'S" 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32" minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/;' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC° sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable Gear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One-H-our-F_ir-e-Resistive-Assembly- ICC ESR 1336 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI* Joists at 24" o.c. or less. 3. Two layers W Type X or two layers'/V Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/2" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum W sheathing STC=61 IIC=50 and 9Yi' glass fiber insulation to fire assembly: Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 Floor_ Framing NOTE I " The Illustration below Is showing several suggested applications for the Boise Cascade EWP products. It is not intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI° JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (lx4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI0 floor systems. f 4040 BCI° rim joist. - See page 6. 40 BOISE CASCADE' Rir See pages 6 and 25. For load bearing cantilever details, see page 9: BCI° blocking or 2x4 "squash" block on each side required when supporting a load -bearing wall above. BCI• Joists, VERSA -LAM" and ALLJOIST° must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM*, ALLJOIST°, and BCI• Joists must be wrapped, covered, and stored off of the ground on stickers at all limes prior to installation. VERSA -LAM*, ALLJOIST' and BCIa Joists are intended only for applications When installing Boise Cascade EWP products with treated wood, use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM° header or an BCI° header. 11h" knockout holes at approximately 12" o.c. are pre -punched. F15 J' See page 7 for allowable hole sizes and location. VERSA -LAM° LVL beam. Endwall blocking as required per governing building code. BCI' Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM", ALLJOIST', and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI° Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI° blocking panels, and x-bracing must be completely installed and properly nailed as each BCI1" Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCIm Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI° Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI° Joists to within '/s inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCIm Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI®joists in the flat direction. VERSA-LAMO is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 Floor Framing Details o Additional floor framing details available with BC FRAMER® software BEARINGEND BCI• BCI• Joist n rim Joist. blocking. den" Dimension lumber X01 Is not suitable for Nall Boise IcrorA use as rimboard Cascade with BCI• Joists. RI board to Blocking may be requiredBCIJoistswithDimensionlumberIsnot 8d nail Into suitable for use as rim perpendicular to wall, consult design professionaleachflange. board with BG• Joists. e of of record and/or local building official. wall forBminlmu]m Ole bearin x6 BOISE CASCADE* Top Flange or Face One 8d nail Rlmboard Mount Joist Hanger each side at bearing Solid block Note: BCI• floor all posts Joist must be I from above designed to carry N-1%" minimum bearing to bearingot wall above when length (13/4" required for below. not stacked over LB" and deeper Jolsts) wall below. VERSA- MO To limit splitting flange, start nails at least 11h' Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement nmail nahw roeto orI"inal annwaNe 40 For load bearing wall abovestackedoverwallbelow). Blocking maybe required at intermediate bearingsfor floor diaphragm per IRC In high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load b shear/reaction value to cut end of BCI•joist. BCI° Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearing support A1911111\ 6 12 16' Joist Spacingpn] Size 12 1 16 1 19.2 1 24 2x4 4463 13347 2789 2231 2x6 7013 15259 4383 3506 wall above min Max. 1I. (stacked over 1. Squash blocks are to be in full contact _ BCI• f wall below) with upperfioorand lowerwall plate. Heel depthWBCI•Joist 2. Capacities shown areforadouble Depth blocking squash blocks at each Joist, SPF table2xblock. better. below) I 2x blocking required at bearing (not shown for clarity). j Backer block Double BCIO Joist '1/n' min. plywood/OSBrated sheathing as reinforcement minlmum 12' Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide} Nail with rlmboard both sides of thejoist tight to bottom flange. Leave Joist 10-10d nails. Filler Block closure minimum V4 gap between reinforcement and bottom of Hanger ' ( see chart below) top flange. Apply construction adhesive to contact BCI• Josst surfaces and fasten with 3 rows of min.10d box nails at blocking 6• o.c. Alternate nailing from each side and clinch. required for Filler block Nail with 10-10d nails. Backer block required where top flange oisthan erloadexceeds2501bs. nOab tloht to tnn flnnoe Web Filler ^ Nailing 12" on - center Connection valid for all applications. ContactBoiseCascade FWP Fnaineerino fnr eneelflr rnndlnnnc_ cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs. End Wall Bearin Minimum Heel Depth Roof Pitch 6/12 1 7/12 1 8112 9/12 110112 12/12 2 x 4 41A" 4s/e" 4%" 4%" 41W 41." 2x6 1 3/i" 3/e"1 s 2/,e" 2/ %" e" 2 x 2'/." LATERALSUPPORTBCI• Joists shall be laterally supported at the ends with hangers, rimboard, BCI° rim Joist or blocking panels. BCII blocking panels or rlmboard are required at cantilever supports. Blocking may be required at Intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local buildinga cial. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 1%" for all BCI°Jolsts. 3'h" Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation reportorthe BC CALC° software. NAILING REQUIREMENTS BCI° rim Joist, rim board or closure panel to BCI• Joist: Rims or closure panel 11/4 Inches thick and less: 2-8d nails one each in the top and bottom flange. BCI.450ds/5000s rim Joist: 2-10d box nails, one each In the top and bottom flange. BCI.6000s/60s rim Joist: 2-16d box nails, one each In the top and bottom flange. BCI° 6500s//90s rim Joist: Toe -nail top flange to rim BC1oist with 2-10d box nails, one each side of flange. 9 rim Joist, rim board or BCI° blocking panel to support: Min. Bid nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI lolst to support: 2- d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCIw Joist to limit splitting. Sheathing toBCI9Joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c. In the fleld (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacingthan IRC. Maximum bracing spacingg for full lateral stability: 18" for BCI.45 g s & 5000s, 24" for larger BCI• Joist series. 14 gauge staples may be substituted for 8d nails If the staples penetrate at least 1 inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s or V4" Two %" wood panels or 1.8 wood panels 2 x 5000s 3/4" or %" Two -/4" wood panels or 1.8 wood panels 2 x 6000s 1%" or two %" 2 x_+'ha" or 1.8 wood panels h" wood panel 6500s 1%" or two 5/s" 2 x + %" or 1.8 wood panels 4° wood anel 60s 2.0 1%" or two %" 2 x +'ha" or wood panels h° wood panel 90s 2.0 2 x— lumber Double 2 x _ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'14" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI° RIM JOISTS AND BLOCKING Vertical oa apacity Plf) Depth in] Series No W. SJ'1 W.S.m 9%" 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s1.8 4500s 1.8, 5000s 1.8, 2150 N/A 11'h" 6000s 1. 8 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 BCI° Joist Hole Location & Sizing BCI® Joists are manufactured with 1Y2" round perforated knockouts in the web at approximately 12" on center V f Minimum spacing - 2x greatest dimension D of largest hole (knockouts exempt) D DO NOT see table below) (see table below) art or notch w.a ... , flange g. o 0 0 El-- I to No holes (except knockouts) allowed In bearing zones A 1%" round hole may be I cut anywhere In the web. Do not cut holes Provide at least 3• of larger than 1%" clearance from other holes round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/z l MINIMUM DISTANCE D) FROM TO THE CENTERLINE OF Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7 m Any 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" 9'/2" Span 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8 in 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any 11'/' S 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" ranll Joist 16 1'-0" 1'-10" 2'-10" 3'-9" 4'-9" 5'-3" 5'-9" 6'-9" 7'-7" 20 1'-1" 2'-3" 3' 6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter [in] 2 3 L 4 5 6 I 6'/: 17 8 8% 9 10 11 12 13 Rectan ular Hole Side9 j- 11-}-3-! 3 5 6 6 8 9in] 1 I 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-01, 51_71, Any 14" Span 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0" 1'-4" 2'-6" 3'-9" 1 5-0" 5'-8" 6'-3" 7'-6" 8'-7" 8'-9" 10'-0" 1 11'-2" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side - 2 3 5 5 6 8 9 10in] 8 1'-01, 1'-1" i 1'-2" 1'-2" 1'-3" 1 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" '2'-9" 3'-2" 3'-7" t --, - - -- 4-- 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3' 1'-6" 1'-10" ' 2'-5" 2'-11" 3'-0" 3'-7" 4'-2" 4'-9" 1 5'-4" Any .- - - - -- - - - - - Span16" 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" '3'-11" 4'-0" 4'-10" 5'-7" 6'-4" 7'-2" Joist - - . . 1 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 9'-7" 10'-9" 1'-0" 1'-1" 1'-2" 11'-4" ' 2'-6" - 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" • DO at in web area , asspeafied 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%' round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 11/2' knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC• software. Large Rectangular Holes in BCI°Joists _ Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. _ Single Span Joist See Max Hole Size on Q hole (dart for Joist Depth Joist Span - I Minimum 2x diameter/ width of largest hole O I I Simple Span Joist 6'-0• Min I I Notes: 14JI Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade EWP • Eastern Specifier Guide - 08/0412015 Maximum Hole Size Simple MultipleJoist Depth Span Span 9'/:' 6" x 14" 6" x 12" 11Y:' 8" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x 17" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist Qi hole See Max Hole Size on hole A joist I Chart for Joist Depth ._ 1h joist —. S an Span NEW Muhlpb ,an joist 12'-0" MI I Multiple Span Joist 12'-0' Mln Larger holes may be possible for either Single or Multiple span joists; use BC CALCO sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI®Joists Oc rj H _ c o tO N Roof Total Load sf 35 45 55 Joist S a 'n in 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 1 0 1 0 0 1 X 0 1 X X 26 0 0 0 0 0 X 0 X X 28 0 0 X 0 X X X X X 30 0 0 X 0 X X X X X 32 0 0 X 0 X X X X X 0 34 0 0 X 0 X X X X X 36 0 X X X X X X X X 38 0 X X X X X X X X 40 0 X X X X X X X X 42 0 X X X X X X X X 24 0 0 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X m 0 30 0 0 1 0 X X X X X 32 0 0 X 0 X X X X X 0 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' X X X X X X X 24 0 0 0 0 0 0 0 X X 26 0 0 0 0 X 0 X X 28 0 0 0 0 X X X X co 30 0 0 0 0 X X X X 032 0 0 Ix 0 X X X X X 0 34 0 0 0 X X X X X co 36 0 0 0 X X X X X 38 0 0 X X X X X X 40 0 0 X X X I X X X 24 0 0 1 0 0 0 0 X 26 0 0 0 0 0 X X 28 0 0 0 0 0 X X m 30 0 0 0 X 0 X X 0 32 0 0 IX0 0 X 0 X X 34 0 0 X X X X X to 36 0 0 X X X X X 38 0 0 X X X X X 40 0 0 X 1 0 X X I X I X X 24 0 0 0 1 0 0 JWS 1 0 1 0 X 26 0 0 0 1 0 0 WS 0 0 X o? 28 0 0 0 1 0 0 X 0 WS X 30 0 0 0 1 0 0 X 0 WS X m 32 0 0 WS 0 0 X 0 X X 0 34 0 0 WS 0 0 X 0 X X v 36 0 0 WS 0 WS X 0 X I X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 42 0 0 X 0 X X X X X 24 0 0 0 1 0 0 WS 0 1 0 1 26 0 0 0 1 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X m 30 0 0 WS 0 0 1 0 0 X 0 32 0 0 WS 0 0 1 0 1 X co 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 JWS1 X 0 X X 38 0 0 WS 0 1 WS X X X X 40 0 0 1 0 1 X X X X 24 0 0 0 0 0 1 0 0 1 0 WS 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 1 m 30 0 0 0 0 0 WS 0 0 X 0 32 0 0 0 0 0 1 0 WS X 0 34 0 0 WS 0 0 1 0 1 X co 36 0 0 WS 0 0 1 0 X X 38 0 0 WSJ 0 0 FTI 0 X X 40 0 0 1 1 0 IWSI X I X X X 0a c in w w _ Fc o t0 X N Roof Total Load s 35 - "45 55 Joist S acln In 16 19.21 24 1 16 19.2 24 1 16 119.21 24 24 0 1 0 1 0 1 0 0 0 1 0 1 0 1 1 26 0 0 1 0 1 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X m 30 0 0 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 010 X 0 1 X 38 0 0 0 0 0 X 0 1 X 40 0 0 1 0 0 X 0 X X 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X O 30 0 0 0 0 0 1 0 0 X m 32 0 0 0 0 0 1 0 1 X co 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 1 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34 0 0 0 1 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 0 0 0 1 0 1 0 JWS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 cR 30 0 0 0 0 0 WS 0 WS X 0 32 0 0 0 0 0 WS 0 WS X 6 34 0 0 WS 0 0 1 0 WS X v 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0 0 WS 0 WS X WS X X 42 0 0 WS 0 WS X WS X X 24 0 0 1 0 1 0 1 0 WSJ 0 1 0 JWS 26 0 0 0 0 0 WS 0 1 0 WS 28 0 0 0 0 0 WS 0 JWS 1 ca 30 0 0 WS 0 0 WS 0 JWS 1 a m 32 0 0 AS 0 AS 0 WS 2 0 34 0 0 WS 0 L WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 WS 1 X v 40 0 0 WSJ 0 1 WS 2 WS 1 X 24 0 0 1 0 0 1 0 0 1 0 1 0 JWS 26 0 0 0 0 0 0 1 0 1 0 JWS m 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 WS 0 WS 1 6 34 0 0 0 0 L 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WSJ 0 0 1 0 1 2 40 0 1 0 JWS1 0 JWS 1 0 1 1 2 24 0 0 1 0 1 0 1 0 0 1 0 1 0 JWS 26 0 0 1 0 1 0 1 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 Ln 34 0 0 0 0 0 WS 0 WS 2 co 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1J 2 40 0 1 0 IWSI 0 1WSl 1 1 0 1 1 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OS B-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC* software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC* software. y Roof Total Load sfl o rn c 35 45 55 Joist Spa - in01p z`- 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 J 0 1 0 1 0 0 1 0 1 0 JWS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 WS 30 0 0 0 1 0 1 0 WS 0 0 1 N 32 0 0 0 0 0 WS 0 0 1 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 WS X v 40 0 0 WS 0 0 1 0 1 X 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 9 30 0 0 0 0 0 0 0 0 0 m 32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 1 24_ 0 0 0 t 0 1 0 0 WS 0_ 0++ 0_ 0 WS WS26 28 0 0 1 0 0 0 0 0 0 0 0 0 1 0 WS Co. 30 0 0 I 0 0 WS WS00 N 32 0 0 0 0 I 0 FVWWWV;SS- 0 WS 1 0 34 0 t 0 WS 0 1 0 0 WS ~ X 0 _0 0 WS WS 0 WS' X t v 36 0 0 WSJ' 38 0-}WSI0 WS 1 O WS+X 0 WS4000 1 I WS WS' X t42010WS0WSXWS 1 X 24 26 0 1 0 1 0 0 1 O t 0 1 0 1 0 0 0 0 0 0 0 0 WS 0_ 'WS OD 28 0 i 00 0 1 0 1 0 WS 0_ OJWS 30 0+ 0 t 01 0 0 0 i 0 WS WS 0 0 WS 0 0 32 34 0 0 0 0 t 0 0 0 WS As WSI_100WS 36 138 0 0 WS 0 0 WS 0 0 0 0 WS_rp-gsWSS1.2 1 1 40 0 0 !WS 0 WS WS1 0 WS, 2 24 0 L 0 04 0 0 0 0 1 0 WS 26 28 0 0 0 0 0 1 0 0 0 04WSJ0 0 'WS 0 WS co 30 0 0 T 0 0 0 0 WS' 0 t 0 WS 0 32 34 0 0 0 00 0 0 0 0 0 WSt W+ St0 WS 1 co 36 38 0 0+WS' 0 0 WS W0 W0 tsWS1 2 WS1 2 0 0 00 40 0 1 0 iWSi 0 1WS W0 cI 2 24 0 1 0 I 0 0 0 0 0_ 0 1WS 26 0 I 0 0 0 WS 0 00_ 0 0 1 0 0 0 0 WS 0 2830 O 0 t 0 0 j 0 t 0 0 0 0 WS 0 WS H m 32 34 0 0 1 0 0} +0 0 0 t o 0 WS, W_ S 0- 0 0_ W_ S WSWS 36 0 0 0 L0 0 WS' 0' W_S 1 1 38 0 0 0 0 0fWS 0 WS, 1 40 0! 0 WSi 0 1 0WS 0 WS' 1 24 26 0_ 0' 0 0+ 0 01 0 0 0 0 0 o 0 0 0 f 0 0 0 28 30 0 0 0 O' 0 0 0 0000 0 0_ O 0 i 0 0 0 0 0 IH32 0 0} 0 1 1 0 0 01 0 0 0 34 36 0 0 0 0 0 0 0 4 0 0 0 0 0 I 0 0 0 WS 0 WS 38 0$ 0 10- 0 0 0 1 0 0400, 0 1 0 0 0 10 0 1 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Reinforced Load Bearing Cantilever Detail 2'-6- 2'.0- The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC° software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI° Joist. Nail to the BCIm Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALCm software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. 32• min. plywood/OSB or rlmboard closure. Nail with 8d nail Into each BCI• Joist flange. blocking required for Structural Panel cantilever reinforcement block Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details - BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI•Jolst blocking Wood Structural Wood backer block 2x Closure Panel Closure Seepage 6 of Eastern 2x8 minimum Specifier Guide BCI Joist blocking Drywall Ceiling or Section Wood Structural View Back Span I Maximum Minimum irfi Times Panel Soffit 1/3 Back Span I Cantilever Length Not to exceed 4'-0' Back Span Maximum These details apply to cantilevers with uniform loads only. 3 bearing n" pp y y '/s Back Span It may be possible to exceed the limitations of these details by analyzing not to exceed a'-0• a specific application with the BC CALC° software. Web Stiffener Requirements- See WebStiffener Small Gap: Nallln min., SrJiedu e 2.max. chart Web Stiffener 2• min. Width 4' max. ClinchNails T q.malx.L TI(htFit Web Stiffener required when concentrated load exceeds1000lbs Web stiffeners applied to both sides of the Jolsl web Gap Stiffener Specifications For Structural Lateral Beries t Capacity RestraintMinimum SSeries Min. Thick) in Hanger 4500s 1.8 W. i' 25he" 5000s 1.8 W. 25ha" - 6000s 1.8 25ha" 6500s 1.8 W. 1" or 1W 25hs" 60s 2.0 W, I 25ha" 90s 2.0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturers installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger. Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI(1 6500s, double W panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. BCIv Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9%' 2-8d 2-8d 117/•" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 91/z" 2-8d 2-8d 11%11 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9'/2" 2-8d 2-8d 11%11 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/i' 2-8d 2-8d 117/a' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11%11 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 117/e' 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Load Tables Allowable Uniform Floor Load in pounds -per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/' BCI® 4500s 1.8 11%11 BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 91/z" BCI® 5000s 1.8 11'/e' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 Floor Load Tables Allowable Uniform Floor Load in pounds- per lineal'foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/s BCI® 6000s 1.8 11%,, BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 91/z' BCI® 6500s 1.8 11%,, BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP • Eastem Specifier Guide • 08/04/201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) , 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16'Flange Width 3'/2' Flange Width 11'/a' BCI® 60s 2.0 14" BCI® 60s 2.0 1611 BCI® 60s 2.0 11'/e' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1 33 and 0 50 respectively. Both the Total Load and Live Load columns must be checked Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4) Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less For assistance with floor design, consult the section About Floor Performance on page 4 This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCo software. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Framing hi , , , ..Z ..' - , A.; E6 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. 1 / I Blocking not shown ' 1 for clarity. SAFETY WARNING BCI® Rafters i , . • H . Structural ridge VERSA-t AM° or load -bearing wall required. Blocking or other lateral support required at end supports. R 10J 05 When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. Rafter Header Multiple BCI° Rafters may be required. DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI° Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCIm rim joists, rim boards, BCIm blocking panels, and x-bracing must be completely installed and properly nailed as each BCI° Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI° Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCIm Joists to within '% inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCIa Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1.x4 Nailer ® Max. 4'-0' o.c. 2'-6' o.c. or BCI.4500s) 3'-0• o.c. or BCI.5000s) rr Minimum Heel Depth See table at right) 12 Mln. Rafter Stnrt :_ 22 9%", 11'/a• or 14' Web BC1.4500s/50005/6000s/65003 Filler Ceiling Joist ®24• o.c. Maximum 3%' Minlmum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking7 Maximum Span Lengths Without Roof Loads 9'/2" BCI° 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0.. 11%" BCI' 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI.4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 6 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 91s, 21,T 1,S' 11'/:, 314' 2'b" 14" 4'N' 3,h„ Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI° ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCIm top flange with 1 -10d (3• long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI° Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope®1 Rimboard / VERSA -LAM• blocking. V" greater than'/./12 Ventilation cut 1/a of length, 1/2 of depth* fitFlange VERSA-LAM* blocking. Ventilation "V' cut: length. 1/2 of depth 2x4 blocking TiFlange of BCI• Joists may for soffit fobe birdsmouth cut only at support. I sthe low end of the Joist. 2'-0' \81 dsmouth cut BCI•Joist VPA or USP TMP connectors or equal can max. Simpson Flan a of BCI• Joists ma be birdsmouth cut onl atangegyyplate, must bear fully on web stiffenerbeusedInlieuofbeveledlateforsloesfromPPthelowendofthejoistBirdsmouthcutBCIJoistreoulredeachside. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. Simpson or USP LSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope 10d nails 2x4 one side for 135 PLF max. 135 6' governing building code. exceeds 7/12 (straps may be required for lower at o.C. 2x4 one side for PLF max. BCI blocking slopes In high -wind areas). Nailing per governing VERSA -LAM• LVL Holes cut building code. support beam. for ventilation. VERSA -LAM• LVL support beam. Backer block. Thickness per corresponding BCI• series. 2x block BCI• blocking Holes cut ouble-beveled Beveled web stiffener 4'-0• hariz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2'b• hlorl shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. p g L, L Double Joist may be Backer block L required when L exceeds minimum 12' wide} 2'-0' rafter spacing. 1 Joist Nailwithi0-iOdnails. max Blocking as required. l Hanger Nall outrigger I through BCI• web. DO NOT bevel -cut Joist filler block. Nall beyond inside face of wall, except with 10 -10d nails. for specific conditions In detalis 2• x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI•Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM*, BOISE CASCADE* Rimboard or BCI• Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI• Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 1%" for all BCI'Joists. 3%" Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim Joist, rim board or closure panel to BCI• joist: Rims or closure panel 1% Inches thick and less: 2-8d nails, one each In the top and bottom flange. BCI.4500s/5000s rim joist: 2-10d box nails, one each In the top and bottom flange. BCI.6000s/60s rim joist: 2-16d box nails, one each In the top and bottom flange. BCI.6500s/90s rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI• rim joist, rim board or BCI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI• Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI• Joist to limit splitting. Sheathing to BCI• Joist: Prescriptive residential floor sheathing nailing requires 8d common nails@ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18' for BCI° 4500s and 5000s, 24' for larger BCI• Joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further Information. BACKER AND FILLER BLOCK DIMENSIONS Series ac er Filler Block Thickness 4500s 1.8 or Y4" wood panels Two W wood panels or 2 x _ 5000s 1.8 woopdpanelsTwo i' wood panels or 2 x _ 6000s 1.8 1%' or two %" wood panels 2 x+'/,4' or %" wood panel 6500s 1.8 1'fiood" ortanelswo Is" w2 x + %" or YV wood panel 60s 2.0 1'/ewood" ortanelwo'fis" 2 z_+'/,6' or %" wood panel 90s 2.0 2 x _ lumber Double 2 x _ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% Inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeper Jolsts that what Is structurally needed may be advantageous In ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI• Joists may be birdsmouth cut only at the low end support. BCI• Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the Inside face of the support. High end supports and Intermediate supports may not be birdsmouth cut. Boise Cascade EWP • Eastem Specifier Guide • 0810412015 Roof Span Tables IL Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/2" BCI° 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 11'/i' BCIm 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI° 4500s 1.8 4/12 1 4112 8/12 or to to Less 8/12 12/12 16" BCIm 4500s 1.8 4/12 4/12 ' 8/12 or to to Less 8/12 12/12 9'/i" BCI° 5000s 1.8 11'/i' BCI° 5000s 1.8 14" BC10 5000s 1.8 4/12 or Less 4/12 to18/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 I to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- Snow15 125%20P2041 10 23'-10" 122'-7" 21'-7" 22'-0" 21'-3" 20'-2" 29-10" 19-7" 18'-7" 28'-5" 26'-11" 26-8" 26'-9' 25'-3" 24'-0" 24'-10" 2T 4" 22'-1" 32'-3" 307 7" 29-2" 30'-5" 26-9' 27'-4" 29-3" 26.6- 26-1" 36-9' 33'-6" 31'-4" 33'-8" 31'-10" 39-3" 31'-3" 29'-4" 27'-10" 4'-10' 23'-6" 22'-5" 23'-5" 22'-1" 21'-0" 21'-9" 20'-5" 19'-4" 29'-7" 28'-0" 26'-9" 2T-11' 426'" 25'-0" 26-11' 24'-4" 23--0" 33'-8" 1'-10' 30'-5" 31'-9" 29'-11' 28'-5" 29'-5" 27'-7" 26'-2" 25 10 22'-8" 21'-5" 119-11" 26-11" 25-6' 23-8" 30'-2" 29-0' 26-11" 37-3" 31'-7" 29-10" 23'-7" 22'-4" 20'-9" 28'-1" 26'-7" 24'-9" 1'-11" 30'-2" 28'-1" 25 15 21'•7" 294" 18'-10" 25-9' 24'-2" 22'-5" 28'-2" 27'-5" 26-T 30'-1" 294' 28'-3" 22'-0" 21'-2" 19'-7" 6-10' 25'-3" 23'4" 30'-3" 28'-8" 26-7" 12 O.C. 30 c. 10 21'-8" 20'.6" 19-1" 25'-9" 24'-5" 22'-9" 28'-3" 27'-9' 26-11" 30'-7' 29" 28'-8" 22'-7" 21'-4" 1T-11' 6'-10' 25'-5" 2T-9" 30'-4" 28'-11" 27'-0" Snow 30 15 20'-9" 19'-7" 19-2" 24'-5" 2T-4" 21'-8" 26'-7" 26-11" 24'-7" 28'-5" 27'-9' 26-10" 21'-7" 20'-5" 18'-11' 25'-9" 24'-4" 22'-7" 28'-6" 27'-8" 25'-8" 115% 40 10 19.8" 18'-11" 17'-10" 2T-2" 22'-0" 21'-3" 25'-3" 24'-11" 24'-2" 2T-0" 25-8" 26-1" 20'-0" 19'-8" 18'-7" 24'-5" 23'-5" 22'-2" 27'-2" 26-8" 25-2" 40 15 19-5" 18'A" 17'-1" 22'-1" 21'.8" 20'4" 24'-1" 23'-T' 27-11" 25-8" 25-2" 24'-0" 20'-2" 19'-1" 17'-10 23'-8" 22'-9" 21'-3" 5'-10' 254" 24'-1" 5010 50 15 18'-3" 1T-6" 17'-11"; 17'•4" 16'-7" 16-3" 21'-2" 20'4" 29-10" 19-9" 23-1" 27-10" 27-5" 21'-3" 23-8" 24'4" 23'-3" 24'47 22'-9" 19'-0" 19'--0" 18'-3" 18'-1" 17'-3" 22'-8" 21'-9" 20'-7" 4'-10" 231-9",2314"22'-10' 24'-6" 23'-5" 20'-0" 194" 22'-2" 21%9' 16-11' 1'-10121%5"120'-2" Non- 20 10 21'-7" 29-5" 18'•11" 26-9' 24'-3" 22'-0" 1 29-3" 27'-7" 25•7" 31'-5" 39-T' 28'4" 22'-0" 21'-3" 19'-8" 61-55." 25' 4" 23'-6" 3T-6" 28'-9" 26' 8Snow201520'-0" 19-3" 17'•9" 24' 4" 22'•11" 21'-1" 27'-2" 26'-0 24'-0 29-0 28-2" 26'-7" 21' 4"20'-0" 18' 6" 2 3' 10' 22'-0" 8'-11' 27'-1" 25'-0" 125% 20 20 19'-0" 18'-3" 16'-10" 23'-3" 21'-9" 20'- 264" 24'-5" 27-9' 27'-1" 26'-2" 24'-11" 20'-4" 19'-0" 17'$" 2422'-8" 0'-10' 27'-2"9" 25 10 20'-0" 19-5" 19-1" 24'-0" 23--1" 21'-0" 26'-1" 25'-7" 24'-5" 2T-11" 27-4" 26'-7" 21'" 20'-2" 18'-10' 25'-0" 24'-1" 22'-5" 28'-1" 27'-4" 25'-6" 25 15 19-7" 18'-5" 17'-1" 22'-0" 21'-9' 294' 24'4' 23'-9' 27-11" 26-0' 26 4" 24'-5" 20' S" 19' 2" 17'-9" 24'-0" 2'-10' 21'-2" 26'-2" 25'-0" 24'-1" O.C. o.c. 30 10 19-7" 19-7" 1T-4" 22'-5" 22'-0" 20'-7" 24'-5" 24'-0" 23'-5' 2ii-1" 23" 25'-0" 20'-5" 19'-4" 18'-1" 24'-1" 23'-1" 21'-6" 26'-3" 25'-9" 24'-5" Snow 30 15 18'-7" 17'-9' 16-6" 21'-1" 29-7" 19-7" 234" 22-5" 21'-9' 24'-T' 24'-0" 23-3" 19'-7" 18'-0" 17'-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23'-3" 115% 40 10 17'-8" 17'-1" 16-2" 29-1" 19-9" 19-3" 21'-10" 21'-7" 21'-1" 234" 230 22'-7" 18'-7" 17'-10' 16'-10' 21'-7" 21'-3" 20'-1" 23'-6" 23'-2" 22'-8" 40 1 15 16' 10" 16'-0" 15-0" 19-1" 19-8" 18'-2" 20'-10" 20'-5" 19-10" 27-3" 21'-10" 21'-3° 18'-1" 17'-4" 16'-1" N-6" 20'-1" 19'-3" 22'-4" 21'-11 21'-4" 50 10 16-7' 15'-10". 16-3" 16- 14'43" 18'4" 18'-1" 1T-9" 19'-11" 19'-9" 19-5' 21'4" 21'-1" 29-9" 17'-2" 16'-0" 15'-8" 19'-8" 18'-1" 20'-7" 20%2" 19'-9" 50 15 16-6 17'-7" 17'-3" 16'-10" 19-2" 16-16' 16-5" 29-5" 20'-1" 1943" 16'-0" 16'-4" 15'-4" 18'•10'i 18'-6" Non- 20 10 20'4" 1 19'-2" 17'-9" 24'-2" 22'-10" 21'-2" 26-10" 25-11" 24'-1" 28'-8" 28'-0" 26'-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'-9" 22'-1" 28'-8" 27'-0" 25'-1" Snow 20 15 19'-3" 18'-1" 16-8" 22'-9' 21'-0" 19-10" 24'-9" 24'-0" 22'-7' 25-5" 25'-8" 24'-8" 20'-0" 18'-10'17'A" 3--1 O'l 22'-5" 20'-8" 264" 25'-6" 23'-6" 125% 20 20 18'4" 17'-2" 15-9" 21'-2" 20'-5" 16-9' 23-1" 22'A" 21'-3" 24'-8" 23-10" 22'-9" 19A" 17'-10' 16'-5" 22'-9" 21'-4" 19'-7" 4'-10' 23'-11' 22'-3" 25 10 19'-0" 18'-3" 17'-0" 21'-10" 21'-5" 20'-2" 23-19' 234" 27-8" 26-T 24'-11" 24'-3" 20'-1" 19'-0" 1T-8" 23'-0" 22'-7" 21%1" 25'-7" 25'-1" 23'-11' 25 15 18'-0" 17'4" 16-0" 20'-5" 19-10" 19-1" 22'-3" 21'-8" 20'-10" 23-9' 23-1" 22'4" 19'-2" 18'-0" 16'-8" 1'-11" 21'4" 19'-11' 3'-10' 23'-3" 22'-5" 19.2" O.C. 30 10 18'-0" 17'-5" 16'-3" 29-5" 20'-1" 19-5" 27-3" 21'-11" 21'-0" 23'-10" 23'-5" 27-10" 1T-2" 18'-2" 16'-11' 22'-0" 21'-7" 20'-2" 3'-11" 23'-6" 22'-11' Snow 30 15 16-11" 16-7" 15'-0" 19-3" 18'-9' 18'-2" 29-11" 29-5" 19-10" 27-5' 21'-10" 21'-2" 18'-3" ITT" 16-1" 20'-8" 20'-2" 19'4' 22'-6" 22'-0" 21'-3" 115% 40 10 16'-2" 16-11" 15-2" 18'-3" 18'-0" 17'-8" 19-11" 19$" 19-3" 21'4" 21'-0" 20W" 17'4" 16'-9" 15'-10' 19'-8" 19'4" 18'-10' 21'-5" 21'-1" 20'-8'. 40 15 16 4" 15'-0" 14'$" 1T-5" 17'-1" 16'-7" 19-11" 18'-7" 18-1" 20-3" 19-10 19-0" 16'-0" 16' 2" 15'-2" 18' 8" 18'-0" 17'-10' 20' 4" 20'-0" 19'-5" 50 1 50 1 10 15 14'-9' 14'-0" 14A" 14--1" ' 13'-10" 13'-T' 16'-8" 16'-0" 16'-0" 15-9' 1li-2" 19-2" 18'-0T1T-9' 17'-2" i 15-9' 19-5" 16-8" 19-3" 19 4" 16'-11° 17'-11° 5'-10'j 15'-2" 114'-11'} 15'-0" 14'-8" 14'-4" 17'-11"i 1T-9" 1T-5" 17'-2" j16'-11'116'-6" 19'-T. 19'-4" 18'-9° 18'-5" 19'-0" 18'-0" 16 4" 17'-5" j Non- 20 10 18'-10" 17'-9' 16-6' 22'-0" 21'-1" 19'-7" 24'-0" 23-5" 22'-4" 25'-T 25'-0" 24'-3" 19'-7" 18'-6" 17'-2" 23'A" 22'-0" 20'-5" 25'-9" 25'-0" 23'-3" Snow 20 15 17'-10" 16'-9" 15'-5" 20'•3" 19.8" 194" 22'-1" 21'-5" 29-7" 23'-8" 27-11" 22'-0" 18'-0" 17'-5" 16'-1" 1'-10' 20'-9" 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 20 16-8" 16-11" 14'-7" 18'-11" 18'-3" 17'-5" 20'-8" 19'-11" 19'-0" 27-1" 21'-3" 20'-4" 17'-8" 16'-7" 15'-3" 20'-4" 19'-8" 18'-2" 22'-2" 21'-5" 20'-5" 25 10 17'-3" 16'-19' 15'-9" 19 6" 19-2" 18'-7" 21'-3" 29-10" 29-3" 22-9' 22-3" 21'-8" 18'-0" 17'-7" 16'-4" 21'-0" 20'-7" 19'-6" 2'-10" 22'-5" 21'-9" 25 15 16-1" 15'-7" 14'-10" 18'-2" 17'-9" 17'-1" 19-10" 194" 19-9' 21'-3" 29-9' 19'-11" 17'-3" 16'-8" 15'-5" 19'-7" 19'-1" 18'A" 21'4" 20'-9" 20'-0" 24" o.c. 30 10 16'-1" 15A0" 16-1" 18'-3" 17'-11" ITT., 19-11" 19-7" 19-1" 21'-3" 20-11" 20'-5" 17'4" 16'-10' 15'-8" 19'-7" 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" Snow 30 15 16-2" 14'-9" 14'4" ITT 16'-9" 16'-3" 18'-9' 18'-3" 1T-8" 20'-0" 19-0" 18'-11" 16'-3" 15'-11' 14'-11' 18'-5" 18'-0" 17'-5" 20'-1" 19'-8" 19'-0" 115% 40 10 14'-5" 14'•2" 13'-11" 16'-0" 16'-1" 16-9" 1T-10" 17'-7" 1T-2" 19-0" 19-9' 18'-5" 15'-0" 15'-3" 14'-7" 17'-7" 17' 4" 16'-11' 19' 2" 18' 10" 18' 6" 40 5_0 50 15 13'-8" 1T-5" 13'-1" 15'-0" 15'-3" 14'-10" 16'-11" 16'-7" 15 2" 2--- 15-9' t14'-11" 18' 1" 174" 15" 1T-9' 17'-3" 14'-9" 14'-5" 14'-0" 16'-8" 16' 4" 15'-11' 18'-2" 17'-5" 16'-2" i 17'-10" 17'-2" 15-8" 17'-4" 16-W" 14'-11' 10 15 13'-2" 13'-0" 12'-9' 12'-7" 12'-4" 1 17-1" 14'-11"_ 14'-3" 1 14'-9' 14'-0" 14'-0" 13'-9" 12" 16-7" 116 16'-1" 4" 1T-2" 15-0" 16'-10" 15'-3" 14'-2" 13'-0" 13'-11'113'-7" 13'-4"T13'-0' 16'-0"15'-10115'-7" 15'-4" 14 -11 "i 14'-3" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastem Spearier Guide • 08/04/2015 Roof Span TablesJ;7- Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfJ [psfJ 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width z117 BCI° 6000s 1.8 _ 4/12 4/12 8/12 or to to Less 8/12 12/12 B_CI_° 6000s 1.8 4/12 ; 4/12 8/12 or to to Less j 8/12 12/12 BCIO 6000s 1.8 _ _ 4/12 4/12 8/12- or to to Less 8/12 12/12 BC_I° 6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- 20 10 26'-0" 24'-6" 22'-9" 30'-11" 29'-2" 27'-0" 35'-2" 33'-2" 30'-9" 38'-10" 36'-7" 34'-0" Snowl 20 15 24'-7" 23'-1" 21'4" 29'-3" 27'-6" 264" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125%1 20 1 20 23'-6" 1 22'-0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23'4" 21'-8" 29'-4" 27'-9" 25-10" 33'4" 31'-0" 29'4" 36'-10" 34'-10" 32'-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 26'4" 24'-5" 31'-10" 29'-11" 2T-9" 34'-11" 33'-1" 30'-8" 12" O.C. 30 10 23'-7" 22'4" 20'-10" 28'-0" 26'-7" 24'4" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'4" 1914" 26'-11" 25'4" 23'-6" 30'-7" 28'-10" 26'-9" 33'-0" 31'-11" 29'-7" 115% 40 10 21'-5" 20'-7" 19'-5" 25'-0" 24'-6" 23'-1" 29'-0" 27'-10" 26'-3" 31'4" 30'-9" 29'-0" 40 15 21'-1" 20'-0" 18'-7" 25'-1" 23'-9" 22'-2" 2T-11" 27'-1" 25'-2" 29'-10" 29'-3" 27'-10" 50 10 19'-10" 19'-10" 19'-1" 18'-1" 23'-7" 22'-8" 21'-6" 26'-9" j 25'-9" 24'-6" _ 28'-8" 28'-3" 27'-1" 50 1 15 J 18'-11" 17'-8" 23'-7" 22'-0" 21'-0" 25'-8" 25'-3" j 23'-11" 27'-5" 2T-0" 26'-5" Non- 1 20 1 10 23'-0" 22'-2" 20'-7" 28'-0" 26'-5" 24'-0" 31'-10" 30'-0" 27'-10" 35'-2" 33'-2" 30'-10" Snorl 20 1 15 22'-3" 20'-11" 19'4" 26'-0" 24'-11" 23'-0" 30'-2" 28'4" 26'-2" 33'4" 31'4" 28'-11" 125'01 20 1 20 21'-3" 1 19'-11" 18'-4" 25'-3" 23'-8" 21'-9" 28'-9" 26'-11" 24'-9" 31'-5" 29'-9" 27'-5" 25 1 10 224" 21'-1" 19'-8" 26'-7" 25-1" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21'4" 20'-1" 18'-T, 25'4" 23'-10" 22'-1" 28'-3" 2T-2" 25'-2" 30'-3" 29'-5" 27'-9" 16 ao.CI 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28' 4" 27'-4" 25'-6" 30'-4" 29'-9" 28'-Y Snow 30 15 20'-0" 19'4" 17'-11" 244" 23'-0" 21'4" 26'-8" 26'-0" 24%3" 28'-6" 27'-10" 26'-10" 115% 40 10 19'-5" 18'-7" 17'-7" 23'-1" 22'-2" 20'-11" 25'-5" 25'-0" 2T-10" 27'-2" 26'-9" 26'-2" 40 15 19'-1" 18'-1" 16'-10" 22'-2" 21'-6" 20'-1" 24'-2" 23'-8" 22'-10" 25'-10" 25'4" 24'-8" 4" 21'-3" 20'-6" 19'-6" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 1 15 1T-11" 17'-1" 16'-0" 20'4" 20'-0" 19'-0" 22'-2" 21'-10" 21'4" 23'-9" 234" 27-10" Non- 20 10 22'-1" 20'-10" 19'4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33--1" 31'-2" 28'-11" Snowl 20 15 20'-11" 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'4" 26'-7" 24'-7" 30'-8" 29'-5" 27-2" 125' -1 20 20 19'-11" 18'-8" 17'-2" 23'-9" 22'-3" 20'-5" 26-10" 264" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 27'-8" 26'-10" 25'-0" 29'-7" 28'-11" 27'-8" 25 15 20'-0" 18'-10" 1T-5" 23'-8" 22'-5" 20'-9" 25'-9" 25'-1" 23'-7" 27'-7" 26-10" 25-11" 19.2" O.C. 30 10 20'-1" 19'-0" 1T-9" 2T-9" 22'-7" 21'-1" 25-10" 25'-5" 24'-0" 27'-8" 27'-2" 26'-6" Snow 30 15 19'-3" 18'-2" 16'-10" 22'4" 21'-7" 20'-0" 24'4" 23'-9" 22'-10" 26'-0" 25'-5" 24'-7" 115% 40 10 18'-3" IT-6" 16'-6" 21'-3" 20'-10" 19'-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 1T-10" 17'-0" 15-10" 20'-2" 19'-10" 18'-10" 22'-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-0" 50 10 16-10" 16'-2" 16-1" 15'4" 19'-5" 19'4" 18'-3" 21'-1" ! 20'-10" 20'-3" i 19'-11" 20'-6" 19'-5" 22'-7"— 21'-0" 22'-4" 21'-3" 21'-11" 20'-10" 50 15 16'-4" 15'-0" 18'-7" 18'-3" 1T-10" Non- 20 10 20'-6" 19'4" 17'-11" 24'4" 23'-0" 21'4" 27'-9" 26'-2" 24'-3" 29'-9" 28'-11" 26-10" Snow 20 15 19'4" 18'-2" 16-10" 23'-0" 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27'-5" 26'-7" 26-2" 125% 20 20 18'-0" 17'-3" 16-11" 22'-0" 20W" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'4" 17'-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25-10" 25'-2" 25 15 18'-6" 17'-5" 16'-2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'4" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 17'-7" 16'-5" 21'-2" 20'-10" 19-0" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 1T-7" 16'-9" 15'-7" 191-11" 19'-6" 18'-7" 21'-9" 21'-3" 20'-0" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16'-2" 15'-3" 19'-0" 18'-8" 18'-2" 20'-8" 20'4" 20'-0" 22'-1" 21'-9" 21'-4" 40 15 15'-11" 15'-7" 14'-8" 18'-0" 17'-8" 17'-2" 19'-8" 19'-3" 18'-9" 21'-0" 20'-7" 19'-8" 50 10 15'-3" 14'-7" 14'-11" 14'4" 14'-3" 17'-4" 17'-1" 16'-10" 18--10" 18'-8" 18'-4" 19'-10" 19'-5" 18'-9" 50 15 13'-11" 16'-7" 1 16'4" 15'-11" 17'-11' ~ —17'4" 16'-0" 18'-3" 1T-8" 16'-10" Boise Cascade EWP • Eastern Specifier Guide • 08/0412015 Roof Span Tables F Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2' BCIm 6500s 1.8 11'/:' BCIm 6500s 1.8 14" BCIm 6500s 1.8 16" BCIm 6500s 1.8 Live Load psf] Dead Load psf] 4112 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 1 8/12 to112/12 4/12 or Less 4112 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 26'-10" 1 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 20 24'-3" 1 22'-8" 20'-10" 28'-9" 26-11" 24'-9" 32'-8" 30'-7" 28'-2" 1 36-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12° o.c. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 50 10 20'-6" 19'-8" 18'-8" 24'-4" 23'-4" 22'-2" 27'-8" 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 11 50 15 20'-6" 19'-6" 18'-3" 24'-4" 1 23'-2" 1 21'-8" 27'-0" 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 1 20 1 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snowl 20 1 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26'-11" 34'-4" 32'-3" 29'-9" 125% 20 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16 c. O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50J 10 18'-6" 17'-9" 16-11" 22'-1" 21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 26'-1" 25'-9" 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20' 3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30' 3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" O.C. O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-1" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 26-11" 115% 40 10 18'-10" 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2- 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'-9" 24'-4" 23'-8" 50 10 17'-5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23'-1" 50 15 17'-3" 16'-7" 15'-6" 19'-7" 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 29'-9" 27'-7" Snowl 20 1 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25-11" 125% 20 20 19'5" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" c. O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-5" 16-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'-3" 40 1 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 1016'-1" 15'-5" 14'-8" 18'-3"18'-0" 9" RIT 15 15'-5" 15'-2" 14'-4" 17'-3" 16'-8" 1 15'-11" 1 17'-11" 17'-4" 16'-6" 18'-3" I 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP - Eastem Specifier Guide • 08104/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load BCI® 60s 2.0 Series 25/16" Flange Width Duration BCI® 90s 2.0 Series 3'/z" Flange Width 11'/V BCI° 60s 2.0 14" BCI° 60s 2.0 16" BCI° 60s 2.0 11'/e' BCIO 90s 2.0 14" BCI° 90s 2.0 16" BCI° 90s 2.0 Live Load psf] Dead Load psf] 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 t0 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0" 36'-10" 34'-2" 44'-3" 41'-9" 38'-9" 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0- 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 36-11" 37'-1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'4" 40'.11" 25 15 30'-11" 29'-1" 26-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10" 40'-1" 37'-9" 34'-11" 44'-4" 41'-9" 38'-8" 12 O.C. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42--1" 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'.6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33'-1" 30'-10' 30'-0" 28'-0" 36'-0" 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 50 10 15 26'-1" 26'-1" 25'-0" 24'-10" 23'-9" 9" 23'-3" 29'-8" 29'-8" 28'-6" 28'-3" 27'-0" 26'-5" 32'-11" 2 — - 32'-11" 31'-6" 31'-4" 29' 11" 29'-3" 31'-9" 29'-10" 29'-10"! 28' 8" 28'-5" 27'-2" 26'-7" 33'-10" 33'-10" 32'-5" 32'-3" 30'-10' 30'-1" 37'-6" 37'-6" 135'-8" 35' 11" 34'-2" 33'-5" Non- 20 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" 33'-4" 31'-0" 40'-1" 37'-10" 35'-1" 44'-5" 41'-11" 38'-11" Snow 20 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'-0" 33'-6" 31'-6" 29'-1" 37'-11" 35'-8" 32'-11" 42'-0" 39'-6" 36'-6" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35'-2" 32'-11" 30'-4" 31'-11" 29'-11" 27'-6" 36'-2" 33'-11" 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" INA0" 37--1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37--10" 35--1" 16 O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" Snow 30 15 26-11" 25'-5" 23'-7" 30'-7" 28'-10' 26-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22'-2" 28'-7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 28'-9" 27'-2" 25'-4" 32'-7" 30'-10" 28'-9" 36'-1" 34'-2" 31'-10" 50 10 23'-7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 23'-11" 29' 9" 28'-7" 28' 7" 27'-8" 27'-1" 26'-5" 27'-0" 27'-0" 25-11" 25'-9" 24'-7" 30'-7" 29'-5" 29'-2" 27'-11" 27'-3" 33' 11" 32'-7" 30'-11" 50 15 23'-7" 22'-6" 21'-0" 26'-10' 25'-7" j 24'-1" 30'-7" 33'-11 Non- Snow 125% 120 20 1 20 10 15 1 20 29'-1" 27'-6" 26'-3" 27'-5" 25'-10" 24'-7" 25-5" 23'-10" 22'-7" 33'-0" 31'-3" 29'-10' 31'-2" 29'-5" 27'-11" 28'-11" 27'-1" 25'-8" 36'-7" 34'-8" 33'-0" 34'-6" 32'-7" 30'-11" 32'-0" 30'-1" 28'-6" 33'-3" 31'-5" 30'-0" 31'-4" 29'-7" 28'-1" 29'-1" 27'-3" 25'-10" 37'-8" 35'-8" 34'-0" 35'4" 33'-6" 31'-10" 33'-0. 30'-11" 29'-3" 41--8" 39'4" 37'-8" 39'-4" 37'-1" 35'-3" 36'-7" 1 34'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'4" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30'-1" 28'-4" 26'-3" 34'-1" 32'-1" 29'-9" 37'-9" 35'-7" 32'-11" 19.2 O.C. 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26-6" 33'-2" 31'-5" 29'-4" 30'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 36-10" 33'4" Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'4" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 15 23'-7" 22'-4" 20'-10' 26-10' 25'-5" 23'-8" 23'-0" 21'-11" 2_8'-1" 25'-10' 23'-9" 27'4" 25'-7" 26'-11" 25'-6" 23'-10" 25'-4" 24'-4"; 23'-1" 25'-4" 1 24'-2" ; 22'-7" 28'-11" 27'-0" 33'-10" 32'4" 29--11.. 40 50 50 10 15 22'-2" 22'-2" 21'-3" 21'-2" 20'-3" 19'-9" 25'-3" 23'-9" 24'-2" 23'-0" 25'-3" 23'-0" 24'-5" 21'-11" 30'-7" 28'-8" 28'-8" 27'-7"26'-2" 27'-5" 25'-7" 31'-10",30'-7" 29'-8" ; 28'-8" 299'-1" 27'-5" Non- 20 10 26-11" 25'-5" 23'-7" 30'-7" 28'-10' 26-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10" Snow 20 15 25'-6" 23'-11" 22'-1" 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' 29'-1" 27'4" 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10" 23'-10' 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34'-10" 32'4" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33'-1" 31'-4" 29'-2" 36'-8" 34'4" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'4" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" 24" O.C. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'4" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23--1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0" 28'-10' 40 15 21'-10" 20'-8" 19'4" 22'-5" 21'-6" 20'-5" 19'-6" 17'-6" 22'-5" 20'-8" 19' 0" 21'-6" 20'-2" 18' 4" 20'-5" 19 =6" 17'-6" 24'-11" 23'-5" 23'-4" 23'-7" 22'-0" 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'-6" 50 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18'-9" 17'-6" 20'-8" 19'-0" 20'-2" 18' 4" 22'-6' 21'-5" 22'-4" , 20'-11" 25'-7" 23'-6" 24'-11" 22'-9" 24'-1" 21'-8" 25'-9" 23' 8" 25'4" 1 24'-4" 22'-11 "; 21'-10" r t Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Load Tables , Allowable Uniform Roof Load in pounds per lineal foot [PLF]) U,C UI UICSC tdUICS SIIUUIU UC 111111tCU LU IUUI 51UtJe5 UI 01/2 Ptr IUUL Ur 1e55. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 1 %" Flange Width 9Y2" BCI® 4500s 1.8 11'A" BCI® 4500s 1.8 14" BCI04500s 1.8 16" BCI® 4500s 1.8 Total Load ; Deflect. Total Load Deflect. Total Load Deflect. Total Load I Deflect. Span Length Non- Snow Snow 115% 125% I U240 Snow 115% Non- Snow 125% U240 Non- j Snow Snow 115%1(125%)U240 Snow 115% Non - Snow 125% U240 6 315 343 i - 338 367 353 1 383 356 387 7 270 294 - 289 315 302 329 - 305 332 8 236 257 - 253 275 1 264 1 287 - 267 290 9 210 228 - 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 I 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 1 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 1 76 82 23 51 54 42 61 66 1 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 I 48 38 50 54 28 41 44 34 47 51 46 29 I 43 47 41 30 1 40 1 44 1 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least''/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastem Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) use or inese taoies snouia oe nmaea to roar slopes or az2 per root or tiers. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 11'/e' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 1 33 1 55 59 48 27 51 55 43 28 1 47 50 1 38 Boise Ca cardeEWP • Eastem Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per -lineal foot [PLF]) use oT inese tables Snouia oe llmltea to rooT slopes oT J'/2 per root or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16'Flange Width 9'/2" BCI® 6000s 1.8 11'/s" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load I Deflect. Total Load Deflect. Total Load i Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- I Snow I i 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 I 424 - 398 432 I - 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 i 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 i - 199 216 13 166 180 173 188 180 196 i - 183 199 14 145 158 135 161 175 167 182 I - 170 185 15 126 137 111 150 163 156 169 - 159 173 16 111 121 92 140 153 146 159 - 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 1 63 48 91 99 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 I 97 88 102 111 23 42 42 32 69 70 53 82 89 78 93 101 24 61 61 47 75 81 1 68 86 93 25 54 54 42 69 75 61 79 86 26 1 49 49 37 64 69 54 73 79 27 43 1 43 33 59 63 48 67 73 1 65 28 1 1 1 1 1 55 57 44 1 63 68 158 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Bose Cascade EWP • Eastem Specifier Guide • 0810412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) use oT Tnese Tames snouia De iinnaea to rooT slopes oT .572 per Toot or Tess. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 l l%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Snow 1159% Non- Snow 12501- L/240 I Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 1250% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 188 180 196 183 199 14 154 168 147 173 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 I`. RIFF Boise Cascade EWP • Eastem Specifier Guide • Oa/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/z' Flange Width 11%" BCI® 6I0s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11Ys" BCI® 90s 2.0 14" BOO 90s 2.0 16" BCI® 90s 2.0 Total Load f Lfiect- Total Load 1QPflPCt Total Load Deflect- Span Length Snow o Non- Snow 0 Snow 02.50 Non- Snow Snow Non- Snow MOM 1 194n0 Snow Non- Snow 0 Snow 0 Non- Snow 0 Snow 0 Non - Snow 0 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 1 - 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 1 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 1 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 1 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 1 41 1 40 1 40 1 31 58 1 58 1 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVVP • Eastem Specifier Guide • 08/0412015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC yALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Design Properties BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb-in2][Ibs] K x 10e Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1'/" Bearing 3'/2" Bearing 3'/2" Bearing 5%" Bearing No WSM WSt2t , No WS01' WSt2t NoWSO) WSt2t No WSM WSj21 9'/ 2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 1 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9'/ 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 ' 2525 2750 5000s 11Ma 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 12525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/ Z 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 ' 2700 2750 6000s 11Ya 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 16 3. 1 3. 3 4815 5495 490 660 8 9 1925 2175 1175 1175 1525 1625 1525 1550 1725 1975 2600 3150 2650 3350 1 2925 3200 2950 3350 9'/ 2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11'/s 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000' 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 1 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3. 2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s11% 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 1 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 ! 4000 4350 2 14 4.6 1 1390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 0 016 4.9 113050, 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT CC ESR 1336 (IBC, IRC) 0 - Swla w12 384 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb-in2] K = shear deformation coefficient [lb] BCI° Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) 4- - - D Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O. C. Spacing inches End of Joist inches O. C. Spacing inches End of Joist inches 8d Box (0.113'o x 2.5') 2 1'/2 4 1'/2 8d Common 0.131'o x 2.5' 2 1'/2 4 3 10d & 12d Box 0.128'e x T, 3.25' 2 1'/2 4 3 16d Box (0.135'o x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'o x T, 3.25') 3 2 6 4 16d Common 0.162"e x 3.5' 3 2 6 4 BCI® Diaphragm Table (1) Diaphragm Capacity (2) (1) [lb/ft] BCImSeriesUnblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing linAs permitted for 3x framing in building code with nail building code spacing no closer than 3" o.c. If more than one row of nails is used, the rows must be offset at least 2 inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI° 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. NOTES: 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 Boise -Cascade Rimboard w Boise Cascade Rimboard Product Profiles s1/2' 117/811 1411 1 611 111, 11/e" 1,1 15/1s11 13 411 BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARDO OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability 0 Perpendicular See chart for vertical load capacity. r14 Min. 8d nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Connection per design professional of record's specification for shear transfer. G Exterior Wall sheathing Max. "/xx' thickness BCI•/AJS•Jolsis \ Perpendicular or parallel to rim A W die through bob (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W die lag screws (full penebatlon), staggered MIn n rylnn Mr In/1 n ,M A-I—M— Deck Joist Length ConneWon 12'-0' & less 2 rows W bolt or lag screw, 24' o-r- 300 pff max. 12'-1"—1.8'-0' 2 rows %" bolt or lag screw, 16" o.c. (450 ptf max.) Note: For snow bads greater than 40 psi, and/or dead loads greater than 10 psi, size connection per max pff values shown above. Treated Ledger - use only fasteners that are approved for use with eonespondmg wood treatment. BOISE CASCADE' Rimboard Notes: '*-' Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 200912012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescnptive Residential Wood Deck Construction Guide. Boise__Cascade Rimboard Properties_ Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I[lb] Ib/ft lb/in' Ibfin2 Ib/in2 Ibrtn2 1" BC RIM BOARD°(2) 1" BC RIM BOARD° OSB (2) 3300 3500 180 Limited span capabilities, see note 2 We" BC RIM BOARD° OSB (2) 4400 3500 180 Limited span capabilities, see note 2 s o ill1 /,e" VERSA -LAM 1.4 1800 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 5252" thick framing floor diaphragms 1W VERSA -LAM° 2.0 3100 (') 5700 I 4300 Permitted per building code for all nominalEor 3100 2,000,000 285 7502" thick framing diaphragms NotesProduct Closest Allowable Nail Spacing - 1See ICC ESR 1040 for further 1" BC RIM BOARD°(2) 1'/:' BC RIM 1s/1e" VERSA -LAM 1%" VERSA -LAM° NarrowFace [in] product information. 1" BC RIM BOARD° OSB (2) BOARDe OSB R) 1.418000) 2.03100(l) 2. See Performance Rated 8dBox (0.113'e x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'e x 2.5') 3 3 3 3 10d & 12d Box (0.128'ta x 3', 3.25') 3 3 16d Box (0.135'o x 3.5') 3 3 See publication in note 2 for further nailing information. 10d & 12d Common & 4 4 16d Sinker (0.148'a x 3', 3.25') 6 6 16dCommon (0.162'e x 3.5') Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 VERSA -LAM° Products An Introduction to VERSA -LAM° Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. V-ERSA-LAM° Beam- Ar_chitecturaI_Specifications -- Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA-LAMm beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by exterior -type adhesives which comply with the supplier. ASTM D2559. Fabrication: VERSA -LAM® beams Design: VERSA -LAM® beams shall be shall be manufactured in a plant sized and detailed to fit the dimensions evaluated for fabrication by the governing and loads indicated on the plans. All code evaluation service and under the Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. designs shall be in accordance with allow- supervision of a third -party inspection Codes: VERSA-LAMm beams shall able values developed in accordance with agency listed by the corresponding be evaluated by a model code evaluation ASTM D5456 and listed in the governing evaluation service. service. AlIowa ble-Ho Iles in_VERSA-LAM°-Beams See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw '/ Depth anywhere within the shaded area of the beam. o p '/ s Depth 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/z , 7'/4" 1" 9%" and greater 2" fir`'` '/a Span '/a Span .W — End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 VERSA -LAMS Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code If top plate Is moisture barrier and lateral restraint at bearing. h' air space required not continuous over header. Verify hanger capacity withty hanger between manufacturer VERSA -LAM* concrete column Pandwood. n connector sign Trimmers sional ord Slope seat cut / Bevel cut Beam to concrete/masonry walls Bearing framing into wall 1 Wood top plate must be flush r with Inside of wall Strap per code If Sloped seat cut I Hanger top plate Is not Not to exceed t continuous Inside face t of bearing. DO NOT bevel cut VERSA -LAM• beyond inside face of wall without approval from t • Blocking not shown for clarity. Boise Cascade EWP Engineering BC CALCa Moisture barrier between concrete and wood0orsoftwareanalysis. II.LOIIOlIV111 V1CJ Minimum of h" au space between beam and wall pocket or adequate bonier must be VERSA -LAM• beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top beanng framing). your region's Specifier Guide. Multiple-Member--C-o-nnector-s--- --- Side-Loaded Applications Maximum Uniform Side Load [plf] Nailed (1) h" Dla. Through Bolt t'n %" Dim. Through Boltr'n Number 2 rows 16d of Sinkers @Sinkers Members 12" o.c. 3 rows 16d @ 12" o.c. 2 rows @ 24" o.c. sta ered 2 rows @ 12" o c sta eyed 2 rows @ 6" o.c. staggered 2 rows @ 24" o.c. I staggered 2 rows @ 12" o.c. staqqered 2 rows @ 6" o c staociered 1%" VERSA -LAM° (Depths of 18" and less) 2 470 705 505 1 1010 2020 560 1120 2245 3Rt 350 525 375 1 755 1515 420 840 1685 4r3r use bolt schedule 335 1 670 1345 370 745 1495 3'/z" VERSA -LAM° 2nl use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A 1W VERSA -LAM• (Depths of 24") Number Nailed m W Dla. Through Boltt'n W Dla. Through Bolt(') of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6, staqqered 3 rows @ 12" o c 4" staqqered 3 rows @ 24" o.c. 8" staqqered 3 rows @ 18" o c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3 m 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule 1 505 670 1010 560 745 1120 1. uesign values app to common bolts that conform o ANSI/ASME standard B18.21-1981 (ASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher) A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut The distance from the edge of the beam to the bolt holes must be at least 2' for A' bolts and 2W for W bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3 25' length 4 7' wide beams must be top -loaded or loaded from both sides ((lessersideshallbenolessthanAof opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown. Plies Depth Nailing (1) Max—Wu_m_Un1To_rm Load From One Side Depths 11%" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 13/4" plies Depths 14" - 18' 3 rows 16d box/sinker nails @ 12" o.c. 600 pif Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pif Depths 11'/." & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pif 3) 13/4"" plies m Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pif De th = 24" 4 rows 16d box/sinker nails @ 12" o c. 600 pif 13/4" lies De the 18" & less 2 rows W bolts 24'. o.c., staggered 335 If 4 ) p Depth = 24" 3 rows W bolts @ 24" o.c., staggered eve 8" 505 plf 31h" Depths 18" & less 2 rows h" bolts Q 24" o.c., staggered 855 pit 2) plies Depth 20" - 24' 3 rows h" bolls @ 24" o.c., staggered eve 8" 1285 pif 1. The nail schedules shown apply to and by 25%for non -snow load roofs 7. Connection values are based upon both sides of a 3-member beam where the building code allows. the 2012 NDS. 2. 16d box nails = 0.135' diameter x 3 5' length, 16d 5. Use alowable load tables or BC 8. FastenMaster TrussLok, Simpson USPsinkernails = 0148' diameter x 3.25' length CALC software to size beams. 6. An equivalent specific gravity of Strong - Tie WIN or SDS, and INS screws may also be used to 3. Beams wider than 7' must be designed by the engineer of record 0. 5 may be used when designing specific conytions with connect multiple member VERSA - LAM' beams contact Boise 4 Al values in these tables may be VERSA -LAM Cascade EOP Engineering for further information. increasedby15%for snow -bed roofs Boise Cascade EWP - Eastern Specifier Guide • 08/04/2015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM° beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support then share of the load and thus the load - carrying capacity of the full member decreases significantly The following is an example of how to size and connect a multiple -ply VERSA - LAMB floor beam. Given Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14" _ rn Find: A multiple 13/4" ply VERSA -LAMB that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC• to size beam. A Triple VERSA -LAM° 2 0 3100 13/4" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case) Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4 Go to the Multiple Member Connection Table, Side -Loaded Applications, 1W VERSA -LAM•, 3 members 5 The proper connection schedule must have a capacity greater than the max. side load: Nailed 3 rows 16d sinkers @ 12" o c: 525 plf is greater than 450 plf OK Bolts: M." diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK VERSA -LAMS Floor Load Tables VERSA -LAM° 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/."VERSA-LAM• 2.0 3100 Double Ply 1%" VERSA -LAM• 2.0 3100 or 3h" VERSA -LAM 2.0 3100 Triple Ply 1'/" VERSA -LAM• 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Quadruple Ply 1%" VERSA -LAM• 2.0 3100 or 7" VERSA -LAM 2 0 3100 7'/." 1 9%' 11%" 14" 71/4.' 1 9%z" 11Y:' 14" 16" 18" 24" 9'/i' 11'/:' 14" 16" 1 18" 1 20" 1 24" 11M." 1 14" 1 16" 1 18'. 1 20" 1 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 1 4273 5384 6580 7848 7845 7a38 5697 7179 8773 10463 10459 1 10451 6 762 1525 1.8/4.4 2.4/6.1 3.318.2,4.1/10. 1.8/44 2.4/6.1 3.3/8.2,4.1110.3 5112.61 6115 6115 2.4/6.1 3.3/824.1/10.3 5112.E 6/15 1 6/15 6/15 3.3/8.2,4.1110.3 5112.61 6115 6/15 1 6115 479 1 746 979 1 1207 957 1492 1957 1 2414 2886 3402 3913 2237 1 293E 1 3622 4328 15103 15876 15870 3914 1 4829 5771 1 6803 7826 8 322 724 643 1447 2171 M6/151.5/3.7 2.3/5.7 3/7.5 3.7/9.3 1.5/3 7 2.3/5.7 3/7.5 3.7/9.3,14.4/11.1 5 2/13 6/15 2.3/5.7 317 5 3.7/9.3.4.4/11.1 5.2/13 6/15 6/15 W7.5 3.7/9.3,4.4/11 1 5.2/136115 243 1 551 1 745 1 909 487 1 1102 1 1489 1 1817 2148 J 2502 312E 1 1653 2234 272E 1 3222 3753 4322 4688 2978 1 3635 1 4296 5003 5763 6251 10 165 1 370 1 724 1 329 1 741 1 1447 1 1111 2171 2894 1.513 2.1/5.3 2.9/7.1 35/8.7 1.513 2.1/5.3 2.9/7.1 3.5/874.1/10.3 4.8112 6115 2.1/5.3 2.9/7.1 3.5/8.7,4.1/10.3 4.8/12 5.5/13.8 6/15 2.9/7.1 3.5/8.7,4.1/103 4.8112 5.5113.8 6/15 182 413 665 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 285E 3313 3800 4259 2659 3233 3807 4417 5067 SE79 11 124 278 544 247 557 1087 835 1631 2175 1.5/3 1.7/4.4 2.8/7 3.418.5 1.5/3 1.7/4.4 2.817 34/8.5 4/10.1 4.7/11.11 6/15 1.7/4.4 2.8/7 3.4/8.5 4/101 4.7111.75.4/13.4 6/15 2.8/7 3.4/8.5 4/10.1 4.7111.75.4/13.4 6/15 139 317 585 1 728 279 1 634 1170 1456 1709 1977 2601 950 1755 2184 1 2564 2965 3390 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 1 686 191 429 B37 1372 643 1256 2058 1675 2745 1.5/3 1.5/3.7 2.7/6.6 3.4/8.4 1.5/3 1.513.7 2.7/6.8 3.4/8.4 3.9/9.9 4.6/11.4 6/15 1.5/3.7 2.716.8 3.4/8.4 3.9/9.9 4.6/11.4 5.2/13 6115 2.716.8 3.4/8.4 3.9/9.9 46/11.4, 5.2113 6115 109 248 4a8 662 217 496 976 1324 1550 1789 2399 744 1464 198E 2326 26M 3059 3598 1952 2647 1 3101 3577 4078 4797 13 75 169 329 540 150 337 659 1079 506 988 1619 1317 2159 1 - 1.5/3 1.5/31 2.4/6.1 3.3/8.3 1.513 1.513.1 2.4/6.1 3.3/8.3 3.9/9.7,4.5/11.2 6/15 1.5/3.1 2.4/6.1 3.3/83 3.9/9.7,4.5/11.25.1/12.71 6115 2.4/6.1 3.3/8.3 3.9/9.7,4.5111.25.1/12.7i 6/15 86 198 390 585 173 395 779 1 1171 1 1418 1633 2226 593 1169 175E 1 2128 1 2419 278E 1 3338 1558 2342 2a37 3265 3715 4451 14 60 135 264 432 120 270 527 1 864 1 1290 405 791 129E 1 1935 1 - 1055 1728 2580 1.5/3 1.5/3 2.1/5.3 3.2/7.9 1.5/3 1 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6 4.4111 1 1-5/3 2.115.3 3.2/7.9 3.8/9.6 4.4/11 5/12.5 6/15 2.1/5 3 3.2/7.9 3.8/9.6 4.4/11 15112.51 6115 70 160 316 1 509 139 320 631 1018 1307 1502 207E 479 947 1 1527 1 1960 1 2253 255E 1 3113 1262 1 203E 1 2614 3003 3410 4151 15 49 110 214 1 351 98 220 429 703 1049 1493 329 643 1 1054 1 1573 1 2240 85811.8/4.612.917.413 1 1405 1 2098 2987 1.5/3 1 1.5/3 1.8/4.6 2.9/7.4 1.5/3 1 1.5/3 1.814.E 2.917 4 3.8/9.5,4.3/10.9 6/15 1.5/3 1 8/4.6 2.9/7.4 3.8/9.5,4.3/10.64.9112.3 6115 8/9.5,4.3/10.94.9/12.3 6/15 57 131 259 427 113 1 262 1 518 854 1151 1 1390 1944 393 777 1281 1727 20a5 2364 2917 1036 1708 2303 1 2780 3151 3889 16 40 90 177 289 80 1 181 1 353 579 864 1 1230 271 530 868 1296 1846 - - 707 1158 1728 1 2461 1.5/3 1 1.5/3 1 1.6/4 2.6/6 6 1.513 1 1.513 1 1.6/4 2.6/6.6 3.6/8.9,4.3110.71 6/15 1.513 J 1.614 2.616.E 3.618.9,4.3/10.7,4.9/12.2 6/15 1.6/4 2.6/6.6 3.6/8 94.3/10.7,4.9112.2 6/15 108 1 215 355 93 217 430 710 1018 1274 182E 325 645 1065 1527 1911 2196 2739 860 1420 203E 2547 2929 3652 17 75 147 241 67 151 295 483 1 720 1 102E 226 1 442 724 1 1081 1539 2111 58911.513.612.3/5.913.3/8.414.2110.8 965 1 1441 1 2052 2814 1.5/3 1.5/3.6 2.3/5.9 1.5/3 1.5/3 1.5/3.61 2.315.9 3.3/8.44.2/10.5 6/15 1.5/3 1.5/36 2.3/5.9 3.3/8.4,4.2/10.5 4.8112 6/15 4.8/12 1 6/15 90 180 298 77 181 360 596 894 1134 1701 271 1 540 894 1341 1701 2051 2552 720 1 1191 1788 2268 2735 3402 18 1 64 124 203 56 127 248 407 607 864 191 372 610 910 1296 1778 496 1 813 1214 1728 2371 1.5/3 1.5/3.2 2.1/5.2 1.5/3 1 1.513 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 5.9/14.E 1.513 1.5/3.2 2.1/5.2 3.117.8 4/9.9 4.8/1195.9/14. 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 4.8111.95.9/14. 76 152 252 65 152 304 504 758 1016 1592 229 457 1 757 1137 1524 1 18631 2388 609 1009 1516 2032 24M 3184 19 54 105 173 48 108 211 346 516 735 162 316 1 519 774 1102 1 1512 422 691 1032 1470 2016 1.5/3 1 1.5/3 1.9/4.7 1.5/3 1 1.5/3 1 1.5/3 1.9/4 . 71 2.817 13.719.45.8114 6 15/3 1 1.5/3 1.9/4.7 2.8/7 3.7/9.4,4.6/11.45.8114. 1.5/3 1.914.7 2.817 3.7/9.4,46/11.45.8/14. 65 130 1 215 54 129 259 430 647 915 1 !496 194 1 389 646 971 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 885 1260 1728 2987 1.5/3 1.5/3 1.7/4 2 1.5/3 1 1.513 1 1.5/3 1.7/4.2 2.5/6.3 3.6/8.9 5.8/14. 1.513 1 1.513 l.714.2 2.516.3 3.618 9,4 3/10.85.8/14. 1.5/3 1.7/4 2 2.5/6.3 3.6/8.9,4.3/10.85.8/14. 96 160 95 192 320 1 482 692 1304 142 288 480 1 724 1 1038 1 1382 j 195E 384 640 965 1383 1 1842 1 2608 22 1 1 68 111 70 136 223 1 332 473 1122 104 204 334 1 499 1 710 1 974 1 1683 272 445 665 947 1 1299 2244 15/3 1.5/3.5 1.5/3 1.513 1.5/3.5 2.1/5.2 3/7.4 56/13. 1.5/3 1.5/3 1.5/3.5 2.1/5.2 3/7.4 3.919.956/13 G 1.5/3 1.5/3.5 2.1152 3/74 39/9.9..6/13. 72 1 122 71 145 243 368 529 1092 106. 217 365 552 793 1095 11638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.5/3 1.5/3 1.513 1.5/3 1.5/3 1.814.4 25/6.35.t112. 1.513 1513 1.5/3 1.8/4.4 2.516.3 3.4/8.6,5.1/12. 1.5/3 1 1.5/3 11814.4 2.5/6.3 3.4/8.6,5.1/12. 56 94 54 1 111 1 188 1 286 1 412 1 927 80 167 2a2 429 1 618 1 855 1390 223 1 376 1 572 824 1139 1853 26 41 67 J 42 1 82 1 135 1 201 1 287 1 680 63 124 202 302 1 430 1 590 1020J_ 165 1 270 1 403 574 787 1359 1.513 15/3 1.5/3 1.513 1 1.513 1.5/3.7 2.1/5.3,4.7/11. 1.5/3 1.5/3 1 1.513 1.5/3 712 1/5.3 2.9/7.3 4.7/11. 1.5/3 1 5/3 1.5/3.7 2.1/5.3 2.9/7.3 4.7/11 74 87 148 226 326 792 61 130 222 338 489 678 11a6 174 296 451 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 1 216 1 322 459 630 1088 1.513 15/3 1 1.5/3 1.5/3.2 1.8/46.44/10. 1.513 1 1.5/3 1 1.5/3 1.513.2 1.8/4.6 2.5/6.3,4.4/10. 1.5/3 1 1.5/3 1.5/3.2 1.8/4.6 25/6.3,44/10. 30 44 54 88 1311 187 442 80 132 197 280 384 6E4 107 176 62 1 373 512 8a5 1.513 1.5/3 1.5/3 15/3 1.6/4 3.819.5 1.5/3 1 1.513 1 1.513 1 1.6/4 2.2/5.5 3.8/9.5 1.513 1 1.513 1 1.5/3 1 1.6/4 2.215.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restncbve of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies 1'/. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be ossible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. Boise Cascade EV11P • Eastern Specifier Guide • 08/04/2015 VERSA -LAMS Roof Load Tables VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure - Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [pig Bottom Figures Minimum Required Bearing Lenqth at End / Intermediate Su000rts finchesl Span ft] 11W VERSA -LAM* 2.0 3100 Double 3'h 11% SA -LAMP0 32. 03100 or Triple Ply1 VERSA-LAMA-L M 3.00100 or Ouadruple y1%" VERS- LAM - 0AM' 0 3100 or 7Y.." 9Y." 11%" 14" 7'/." 9%" 11%" 1 14" 1 16" 1 18" 24" 9/." 11%" 1 14" 1 16'. 1 18" 1 20" 24" 11%11 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1639 2065 17M 2446 3278 4130 5047 5232 5226 3669 4917 6195 7570 7848 7845 7838 8260 10094 10463 10459 10451 6 n 2/5 2.8/7 3.8/9.4,4.7/11. 2/5 2.8/7 3.819.4,4.7/11.85.8/14.5 6/15 6115 2.8/7 3.8/9.4,4.7/11.85.6/14. 6/15 6/15 6/15 3.8/9.4,4.7/11.65.8/145 6/15 6115 6/15 598 1 858 1 112E 1 1389 1197 1717 1 2252 2779 3321 3915 3913 2575 3379 4168 4981 1 5872 5876 5870 4%5 1 5558 42 7829 1 7834 7826 8 482 965 1.8/4.6 2.616.E 3.5/8.64.3/10. 1.8/46 2.6/6.6 3.5/8.64.3/10.65.1/12.71 6/15 6/15 2.6/6.6 3.5/8.64.3110.65.1/12.71 6/15 6/15 6/15 3.5/8.64.3/10.65.1/12.71 6/15 1 6115 6/15 326 637 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.4/6.1 3.3/8.2 4/10 1.5/3.1 2.4/6.1 3.3/82 4/10 4.7111.9.5.5/13.81 6/15 2.4/6.1 3.3/8.2 4/10 i4.7/11.95.5/13.81 6/15 6/15 3.318.2 4/10 4.7/11.9.5.5/13.8. 6/15 6/15 244 526 765 931 487 1052 1531 1861 2192 2543 2839 1577 2296 2792 3288 3814 4265 4259 3062 3723 43a3 5085 5687 5679 11 186 418 371 835 1253 1.5/3 2.2/5.6 3.2/8.1 3.9/9.8 1.513 2.215.E 3.2/8.1 3.9/9.84.6/11.615.4/13.41 6/15 2.2/5.6 3.2/8.1 3.9/9.84.6111.65.4/13.4 6/15 6115 3.2/8.1 3.9/9.8:4.6/116.5.4/13.4. 6/15 6/15 187 424 674 838 374 848 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3353 393E 4552 5203 5201 12 143 322 628 286 643 125E 965 1884 2512 1.5/3 1 2/4.9 3.1/7.8 3.919.7 1.5/3 1 2/4.9 3.1/7.8 3.9/9.7 4.5/11.35.2/13.1 6/15 2/4.9 3.1/7.8 3.9/9.7 4.5/11.35.2/13.1 6/15 6/15 3.1/7.8 3.9/9.7 4 5/11.35.2/13.11 6/15 6/15 146 1 332 1 573# 3.8/9.5 62 292 665 1146 1524 1785 2060 2399 997 1719 2287 2678 3089 3522 3598 2292 3049 3571 4119 4696 4797 13 112 253 494- 225 506 988 759 1482 197E 1.5/3 1.7/4.2 2.9/7.2 1.5/3 1.7/4.2 2.9/7.2 3.8/9.5 4.5/11.25.1/12.9, 6115 1.7/4.2 2.9/7.2 3.8/9.5 4.5/11.25.1/12.95.9/14.71 6/15 2.9/7.2 3.8/9.5,4.5/11.25.1/12.95.9/14.71 6/15 116 265 493 674 233 530 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 1296 608 1187 19" 15U 2593 1.5/3 1.5/3.6 2.7/6.7 3 6/9.1 1.5/3 1.5/3.6 2.716.7 3 6/9 114.4111 5.1/12.71 6115 1.5/3.6 2.7/6.7 3.6/9.1 4.4111 5.1112.75.8/144,6/15 2.716.7 3.6/9.1 4.4/11 5.1112.75 8/14.4 6/15 94 215 423 586 188 429 846 1173 1505 1730 1 2076 644 1268 1759 2258 2595 2946 3113 1691 2346 3011 3459 3928 4151 15 73 165 322 527 146 329 643 1054 494 965 1581 1286 2108 1.5/3 1.513.1 2.516.1 3.4/8.5 1.5/3 1.5/3.1 2.5/6.1 3.4/8.54.3/109 5/12.5 6/15 1.5/11 2.5/6.1 3.4/8.54.3/10.91 5112.55.7/14.2 6/15 2.5/6.1 3.4/8.54.3/10.91 5112.55.7/14.2 6/15 77 176 347 515 153 352 695 1029 1327 1601 1944 528 1 1042 1 1544 1990 2402 2723 2917 1389 1 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 868 1296 407 1 795 J 1303 1944 1060 1737 2593 1.5/3 1 1.5/3 2.2/5.4 3.2/7.9 1.513 1 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.3 6/15 1.5/3 2.2/5.4 3.2/7.94.1110.24.9/12.3 5.6114 6115 2.2/5.4 3.2/7.94.1110.24.9/12.3 5.6/14 1 6/15 63 146 289 455 127 292 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 50 113 221 362 101 226 442 724 1081 339 663 1086 1621 884 1448 2161 1.5/3 1.5/3 1.9/4.6 3/7.5 1.513 1.5/3 1.9/4.8 317.5 3.9/9.6 4.8/12 6/15 1.513 1.9/4.8 3/7.5 3.9/9.6 4.8/1215.5113.8 6115 1.9/4.8 3/7.5 3.919.E 4.8/12 5.5/13.8 6/15 53 122 242 399 106 244 484 799 1045 1307 1726 367 726 1198 1567 1961 2364 2588 968 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 194/ 7M 1220 1821 2593 1.5/3 1.513 1.7/4.3 2.8/7 1.5/3 1.5/3 1.7/4.3 2.8/7 3.6/9.1 4.5/11.4 6/15 1.5/3 1.7/4.3 2.8/7 3.6/9.1 4.5/11.45.5/13.71 6/15 1.7/4.3 2.8/7 3.6/9.1 4.5/11 45 5/13.71 6/15 103 205 339 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 19 1 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 1 513 11.513.8 2.5/6.3 1.5/3 1 1.5/3 1.5/3.8 25/6.3 3.4/8.6 4.3/10.8 6/15 1.5/3 11.513.8 2.5/6.3 3.4/8.6 4.3/10.85.3/13.1 6/15 1.5/3.8 2.5/6.3 3.4/8.6 4.3/10.85.3/13.1 6/15 88 1 175 1 289 75 176 350 579 843 1055 1551 263 525 866 1265 1583 1934 2326 699 1157 1686 2110 2579 3101 20 69 1W 222 62 139 271 445 664 945 208 407 667 996 1418 543 889 1327 1890 1.5/3 1.5/3.4 2.3/5.6 1.5/3 1.5/3 1.5/3.4 23/5.6 3.3/8.24.1/10.21 6/15 1.5/3 1.5/3.4 2.315.E 3.3/8.24.1/10.2,5/12.5 6/15 1.5/3.4 2.3/5.6 3.3/8.24.1/10.25/12.5 1 6/15 65 130 216 54 0 260 431 649 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46! 3 1041 204 334 499 710 157 306 501 748 1065 1461 408 8 997 1420 19WO 1.5/3 1.5/3 1.9/4.7 1.5/3 1 1.5/3 1.5/3 1.9/4.7 2.8/7 3.719.3 6/15 1.5/3 1.5/3 1.9/4.7 2.8/7 3.7/9.3,4.5/11.3 6115 1.5/3 1.9/4.7 2.8/7 3.7/9.3 4.5/11.A 6/15 99 164 98 197 329 496 711 1259 146 296 493 744 1066 13U 1889 395 1 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 m 314 515 768 1094 1500 1.5/3 1.6/3.9 1.5/3 1 1.5/3 1.6/3.9 2.3/5.9 3.3/8.35.9/14. 1.5/3 1 1.5/3 1.6/3.9 2.3/5.9 3.3/8.34.2/10.45.9/14. 1.513 1.6/3.9 2.3/5.9 3.3/8.3,4.2/10.45.9/14. 76 128 75 153 256 1 387 555 1 1069 112 1 229 383 1 580 833 1132 1604 305 511 1 773 1110 1510 2139 26 62 101 63 124 202 1 302 430 1 1020 95 1 185 304 1 453 645 885 1529 247 405 1 604 860 1180 24/039 1.513 1.5/3.3 1.5/3 1.5/3 1.5/3.3 2/5 2.8/7.15.4/13. 1.5/3 1.5/3 1.5/3.3 2/5 2.8/7.1 3.8/9.6,S.4/13. 1.5/3 1.5/3.3 2/5 2.8/7.1 3.8/965 ..13. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 240 404 612 882 1 1219 1837 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 181 1.5/3 1 1.5/3 1 1.5/3 1.7/4.3 2.4/6.1 5/12.6 1.5/3 1 1.5/3 1 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5112.6 1.5/3 1 1.5/3 1.7/4.3 2 4/6.1 3.4/8.4 5/12.6 81 95 161 1 246 355 797 68 143 242 369 533 738 1196 190 323 492 710 984 1594 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.5/3 1 1.513 1 15/3 1.5/3.7 2.1/5.3,4 1.5/3 1 1.5/3 1 1.5/3 1.5/3.7 2.1/5.3 2.9/7.34.7/11. 1.5/3 1.5/3 1.5/37 2.1/5.3 2.9/7.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may wan -ant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analysing a specific application with the BC CALC• software. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 VERSA -LAM° Roof Load Tables VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plq KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1 %" VERSA-LAM•2.0 3100 Double Ply 1Y." VERSA-LAM•2.0 3100 or 3'A" VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM• 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Quadruple Ply 11W VERSA -LAM• 2.0 3100 or 7" VERSA -LAM 2.0 3100 7Y.." 9/." 11M." 14" 7'/." 91/.' 1l%" 14" 16"1 18" 1 24" 9Y." 11'/." 1 14" 16" 1 18" 1 20" 1 24" 11%:' 14" 16" 1 18" 1 20., 1 24" 954 1330 1782 2245 1908 2660 3%4 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 104631 10459 10451 6 2.2/5.5 3.1/7.6,4.1/10.25.1/12. 2.2/5.5 3.1/7.6,4.1/10.25.1/12.9 6115 1 6/15 6/15 3.1/7.6,4.1/10.25.1/l2.9, 6/15 6115 1 6115 6/15 4.1110.15.1/12.9, 6/15 1 6/15 1 6/15 6/15 640 933 1225 1 1511 1279 1 1867 1 2449 3022 3611 3919 3913 2800 1 3674 1 4532 5417 U79 76 1 5870 4899 1 6043 1 7222 78M 78U 7826 8 482 5 2/4.9 2.9/7.1 3.8/9.4,4.6/11. 2/4.9 2.9/7.1 3.8/9.4,4.6/11.65.5/13.8 6115 6115 2.9/7.1 3.89.4 /,4.6/11.65.5/13.8 6/15 6/15 6/15 3.8/9.4 4.6111.65.5/13.8 6/15 6/15 6/15 326 693 932 1138 651 1386 1864 2275 2689 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 4550 5378 6263 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.7/6.6 3.6/8.94.4/10. 1.5/3.1 2.7/6.6 36/8.94.4110.95.2/12.9 6/15 6/15 2.7/6.6 3.6/8.9,4.4/10.95.2/12.9 6115 1 6/15 6115 3.6/8.9,4.4/10.95.2112.9 6115 6/15 6/15 244 552 833 l012 487 1104 1665 2024 2384 2765 2839 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 87 5679 11 3 5.81.5 2.3/5.8 3.5/8.84.3/10. i 135/3 2.3 3. 8.8,4.3/10.7t 5/12.6 I5.8/14.6 6/15 2.3/8 3?8,4.3/10.7r 5/12.6 8/14.6 6/1513.5 6/15 8.8,4.3I10.7i 5/12.6i5.8114.6 6115 6115 187 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 1 3901 2931 3647 4281 4951 5209 5201 12 143 322 628 286 649 1256 965 1884 2512 1.513 1 2/4.9 3.418.4 4.2/10. 1.5/3 1 2/4.9 3.4/8.4 4.2/10.5.4.9/12.3.5.7/14.3. 6/15 214.9 3.4/8.4 4.2/10.54.9/12.35.7/14.3 6/15 6/15 3.4/8.4 4.2/10.54.9/12.35.7/14.3 6/15 1 6/15 146 332 623 829 292 665 1247 1658 1942 2240 2399 997 1870 2487 2913 3360 360# 6/ 2494 3316 3884 4480 4806 4797 13 112 253 494 810 225 506 988 1619 759 1482 2429 1976 3238 1.5/3 1.7/4.2 3.1/7.8,4.1/10. 1.5/3 1.7/4.2 3.1/7.84.1/10.4,4.8/12.1 56/14 6/15 1.7/4.2 3.1/7.84.1/10.4,4.8/12.1 5.6/14 6/13.117.8.4.1/10.4,4.8/12.1 5.6/14 1 6/15 1 6/15 116 265 521 734 233 1 530 1043 1467 1777 2046 2226 796 1%4 2201 2666 3068 3345 3338 20a5 2934 3554 4091 4459 4451 14 90 203 396 648 180 1 405 791 1296 60811.5/3.612.8/7 1187 1944 1582 1 2593 1.5/3 1.5/3.6 2.8/7 1 4/9.9 1.5/3 11.513.61 2.8/7 1 4/9.9 4.8/12 5.5/13.8 6115 4/9.9 4.8112 5.5/13.8 6/15 6/15 2.817 1 4/9.9 4.8/12 5.5/13.8 6/15 1 6/15 94 215 423 638 1BB 429 846 1276 1638 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 494 965 1581 2360 128612.516.il3.7/9.2i4.7/ll.6S.4/13.6 2108 3146 1.5/3 1.5/3.1 2.5/6.1 3.7/9.2 1.5/3 1.5/3.1 2.5/6.1 3.7/9.2i4.7/11.85.4113.61 6/15 1.5/3.1 2.516.1 3.7/9.2,4.7/11.85.4113.6 6/15 1 6115 6115 6/15 77 176 347 560 153 352 695 1120 1443 1742 1 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2687 3484 3897 3889 16 60 136 265 434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.5/3 1.5/3 2.2/5.4 3.5/8.6 1.5/3 1.513 2.2/54 3.5/8.64.4/11.15.4/13.4 6/15 1.513 2.2/5.4 3.5/8.64.4/11.1,5.4/13.4 6/15 1 6/15 2.2/5.4 3.5/8.64.4/11.15.4/13.4 6/15 1 6115 63 146 289 476 127 292 1 577 951 1277 1597 1829 438 866 1427 1915 2395 2749 2743 1154 19U 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 3 108E 1621 2308 884 1448 2161 3078 1.5/3 1.5/3 1.9/4.8 3.1/7.8 1.5/3 1.5/3 1.9 4.8 3.1/7.8,4.2/10.55.2113.1 6/15 1.5/3 1.9/4.8 3.1/7.8i4.2110.55.2/13.li 6/15 1 6/15 1.9/4.8 3.1/7.84.2/10.55.2/13.11 6/15 6/15 53 122 242 399 106 244 484 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.5/3 1.7/4.3 2.8/7 1.5/3 1.5/3 1.7/4.3 2.8/7 4/9.9 4.9/12.3 6/15 1.5/3 1.7143 2.8/7 4/9.9 4.9/12.35.9/14.9, 6/15 1.7/4.3 2.8/7 4/9.9 4.9/12.35.9114.9 6/15 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 1 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 22M - 6M 1037 1548 2204 3024 1.5/3 1.513.8 2.5/6.3 1.513 1 1.5/3 1.5/3.8 2.5/6.3 3.7/9.34.7/11.71 6/15 1.5/3 1.5/3.8 2.516.3 3.7/9.34.7/11.75.7/14.3 6115 1.5/3.B 2.5/6.3 3.7/9.34.7/11.75.7114.3 6/15 88 175 289 75 176 350 579 869 1149 1551 263 525 868 1303 1723 2105 2326 699 1157 1737 2297 2807 3101 20 1 69 136 222 62 139 271 445 664 1 945 1 - 208 407 667 996 1418 1944 543 889 1327 1890 2593 1.5/3 1.5/3.4 2.3/5.6 1.5/3 1 1.5/3 1.513.4 2.3/5.6 3.418.4,4.4/11.1 6/15 1.5/3 1.5/3.4 2.3/5.6 3.4/8.4 4.4/11.15.4/13.6 6/15 1.5/3.4 2.3/5.6 3.4/8.4 4.4111.15.4/13.6 6/15 65 130 216 54 1 130 J 260 1 431 1 649 1 928 1407 194 390 647 973 1393 1735 1 2111 520 862 1297 1857 2313 2815 22 1 52 102 167 46 1 104 1 204 334 1 499 1 710 157 1 306 501 748 1065 1461 408 668 1 997 1420 1948 - 1.5/3 1 1.5/3 11.914.7 1.5/3 1 1.5/3 1 1.5/3 11.914.71 2.8/7 1 419.9 6/15 1.513 1 1.5/3 1.9/4.7 2.8/7 1 4/9.9 4.9/12.3 6/15 1.513 11.9/4.7 2.8/7 1 4/9.9 4.9/12.31 6115 99 164 98 197 329 496 711 1268 146 1 296 1 493 744 1066 1453 1 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.5/3 1.6/3.9 1.5/3 1.513 1.6/3.9 2.3/5.9 3.3/8.3 6/15 1.5/3 1.513 1.613.9 2.3/5.9 3.3/8.3,4.5/11.3 6/15 1.5/3 1.6/3.9 2.315.9 3.3/8.3,4.5/11.3, 6/15 76 1 128 75 1 153 1 256 387 555 1164 112 229 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 1 62 1 101 63 1124 1 202 302 430 1020 95 1 185 304 453 645 am 1529 247 405 604 860 1180 2039 1.5/3 1.5/3.3 1 1.5/3 1 1.5/3 1.5/3.3 2/5 2.8/7.1i5.9114. 1.5/3 1 1.5/3 1.5/3.3 2/5 2.8/7.1 3.9/9.75.9114. 1.5/3 1.5/3.3 2/5 2.8/7.1 3.9/9.7 5 9/14. 60 lot 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 982 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 1.5/3 1.5/3 1.5/3 1 1.5/3 117/4.3 2.416.15.5/13. 1.5/3 1 1.5/3 1 1.513 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 1.5/3 1 1.513 1.714.3 2.4/6.1 3.4/8.45.5113. 81 95 161 246 355 661 68 143 242 369 533 738 1291 190 323 492 710 9a4 1721 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1 1327 1.5/3 1 1.513 1 1.5/3 1.5/3.7 2.1/5.35.1/12. 1.5/3 1 1.5/3 1 1.513 1.513.7 2.1/5.3 2.9/7.35.1/12. 1.5/3 1 1.5/3 1.5/3.7 2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to L1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, tnple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Boise Cascade EWP - Eastern Specifier Guide • 08/04/2015 VERSA -LAM° Allowable Nailing and Design Values Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAMO/'VERSA-RIM°. Use nails as specified by Simpson Strong -Tie. VERSA -LAM° Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 11/." thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use 'f," minimum offset between rows and stagger nails). Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ftfib) ft-lb]in4 Grade in in Ib/ft[lb] ft-lb]in' 0 LON (D a N w 1'/2 3'/: 1.5 998 776 5.4 5'% 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 7% 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 3'/2 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7'/4 3.7 2411 4189 55.6 11'/4 17.1 11222 28814 622.9 5%. 9% 4.7 3076 1 6636 115.4 11% 18.1 11845 31913 732.6 1 % 00 9'/2 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 0 0 Csi g ofW 0 Q N 0: W 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9% 16.6 12303 26544 461.7 5'/: 5.6 3658 4971 48.5 7'% 7.4 4821 8377 111.1 9'/2 17.1 12635 27916 500.1 9'% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9'/z 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 3'/2 711'% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11YS 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design E(x 106 psi)0) F, (psi)(2x3) F• (psi)(2)(4) F, (psi)(2)(5) F.„ (psi)RI F,L (psi)(')(8) SG) Design Property Grade VERSA-LAM°Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM" Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA-LAMo Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5 Tension value shall be multiplied by a length factor, (4/L)11 where L = 2. This value is based upon a load duration of 100% and maybe adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12M)", where d = member 6. Stress applied parallel to the gluelines. depth [in] Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 VERSA -LAM° 1.8 2750 Columns r_L Allowable Axial Load (lb) c'- u 3Yi ' x 3'/2 ' 31/2 ' x 4% ' 3'/2 ' x 51/." 31/:" x 5'/i ' 31/2' x 7" J 100%' 115% 125% 100% 115% 1 125% 100% 1 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 1 35,345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 1 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 51820 51910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 1 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 1 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3'/z ' x 71/: ' 5'/4 ' x 51/: ' 51/4 ' x 51/2 ' 51/4' x 7" 51/: ' x 7'/4 ' 100% 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 115% 1 125% 100% 1 115% 1 125% 4 31,670 34,750 36,625 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 1 31,770 33,600 34,670 1 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 1 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 1 7,720 7,810 7,990 8,090 9,950 1 10,170 1 10,300 10,300 10,540 10,670 21 r 6,870 7,020 7,105 7,195 7,355 7,445 9,170 1 9,370 1 9,480 9,490I 9,700 9,820 22 I I I Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)"9 psi Perp to Gluelines (Plank): Fb = 2500'(12/d)1° psi Compression Parallel to Grain: Fp cii = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F,ii = 750 psi Perp to Gluelines (Plank): Fc_L = 450 psi Tension Parallel to Grain: Fr = 1650 psi VERSA-S-T-UD°-1-.-7-2650--- -------, Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear F [psi] VERSA-STUD®1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir North # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. 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Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. Iar.asv 1._e fry,- /s..a tr11+o•a ps.iwl {r.s 0'tip.vl 1 .1• IJ'Olifpp.+ro• w.i rarIc'•Irt)t.tlmltls j u-•sbcacolla } rsanm-IJv Ir aaclw+ots ' If 7l:91JQ Ir.Ufmi.tV arfntbviotmoto Lrdq uar a:t C+f 51— Wa Ic It wraa" rift fora Ira..A tl'tr1'. A 0"— A V—,v 1. C Mry I n M 2 At Boise Cascade EWP • Eastem Specifier Guide - a Il.C32 i/"I fre xe A7;RW]II2IU 7ytITSLlna t' n12at1aos. 11.' 7,).1.rrMYlltlr r JTtJT' lI, VblrAwgp Stt1 . M/M G.ca c• a;rT.u.v.uf 1 • ffiV :r I 11ra 111a - , Coll I1G y T CJ. ( Ira.m.to r, TM- ro . EU RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM: 8.0GB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024x768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us , a Try! BC- ZALC® = Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https:// www.bcconnect.com/bcdeployer/index.htm J4. aY_ f..rar O..I. u leJ.1.1 F,) uT {f1.L4.lo Ir r .r rr ur1/r. K• to" v..IT rr. f.rpT. •.,.w r.t_ ILw Iq._M_IV f Y.ra a UJ'+.n finrb'1—r talltior c] +, p '.IG,i7b. aal.0_ Ultb 1t •. v>< 1a 1ry.[t fat IIY. . 1 r A.al rr.Irri r'.r.... f dV.r il", C. nm IIJI 1 aNC )T .r,rM.r •Y I. I.+tr P. TatJ ON V.fM f.•MIr1a I_too IA I'%•i :7 t. W. f K11. 91C1 "s ru r[ D 1. u,, w_fv w..Nw r• f orp .M..r.r...W.lr Glatn 7wr.n. Irt.w. w. w drr r... 1tYtrr a2[.V+.•m tc Aw.1• r.r 1+,1p Iw tt 7+. A,74 n w M.ret w.r. G1 WAR{r 31R. n,1p I".7. 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P VA'". ca.mm. ntA'Ia1rAI uscM wwrw .rf+r.r...r..+. a Framing Connectors - Simpson Strong Tie ITS U SUR/L Joist De t BCI° Hanger Capacity I Header i i t BCI° Hanger Capacity I s Nit a Joist Joist D t BCI• Hanger Capacity I s ailing Header Joist 9/' 4500s ITS1.8119.5 993 6-1 Od rI/A2 4500s IUS1.8119.5 950 8-10d 9 4500s SUR/L181/9 1081 12-16d 2-1Odx1h" SOOOs 6000s ITS2.06/9 5 ITS2 37/9 5 993 1225 6-10dSOOOs 6-10d 6000s IUS2.O6I9.5 IUS2 37/9.5 950 950 8-10d 8-10d 5000s 6000s SUR/L2 06/9 SUR/L2.3719 1097 1343 14-16d 14-16d 2-1Odxlh" 2-10dx1%." 5500s ITS2.56/9.5 1225 6-10d 6500s IUS2.5619.5 950 8-10d 6500s SUR/1_2 56/9 1343 14-16d 2-0&11/2" 117/i' 4500s ITS1.81111.88 1068 6-10d 11%.. 4500s IUS1.81111.88 1185 10-1Od 11%11 4500s SUR/L1.81/11 1306 16-16d 2-10dxl'A" 5000s ITS2.06111 88 1068 6-10d 5000s IUS2.06111.88 1185 10-1Od 5000s SUR/L2.06I11 1350 16-16d 2-1Odx11W' 6000s ITS2.37111.88 1237 6-10d 1 6000SM[ US2.56/11.886500s11.88 11.88 1185 1185 10-1Od 10-1Od 6000s 6500s SUR/L2.37111 SUR/L2.56/11 1385 1385 16-16d 16-16d 2-10dx1h" 2-1Odx1/, 60s 6500s ITS2.56/11.88 1237 6-10d ITS2.37111.88 1237 6-10d 60s 11.88 1185 10-10d 60s SUR/L2.37111 1385 16-16d 2-40- 1'A" 90s ITS3.56/1188 1518 6-10d 90s 11.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dx1h" 4500s ITS1.81114 1075 6-10d 14" 4500s114 1420 12-1Od 14 4500s SUR/L1.81/14 1675 20-16d 2-10WIN' 5000s ITS2.06/14 1081 6-10d 5000s6/14 1420 12-1Od 5000s SUR/L2.06111 1693 18-16d 2-10dx1%:" 6000s ITS2.37/14 1262 6-1Od 6000s7/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1h" 14 6500s ITS2 56/14 1262 6-1Od 6500s/14 1420 12-10d 6500s SURI/L2.56/14 1693 18-t6d 2-10dx1%{' 60s ITS2.37/14 1 1262 6-1Od I 60s IUS2.37/14 1420 12-1Od 60s SUR/L2.37114 1693 18-16d I 2-10dx1h" 90s ITS3.56/14 1 1520 6-1 Od 90s I IUS356/14 1420 12AOd 90s SUR/L414 2050 18-16d 2-10dx1h" 16 4500s ITS1.81/16 1081 6-1 Od 16" 4500s IUS1.81116 1660 14-1 Od t6" 4500s SUR/L1.81/14 1887 20-16d 2-10dx1%" 5000s ITS2.06/16 1087 6-1 Od 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-10dxlW 6000s ITS2.37/16 1268 6-1 Od 6000s IUS2.37116 1660 14-10d 6000s SUR/L2.37/14 1920 18-16d 2-10dx1h" 6500s ITS2.56/16 1268 6-104 6500s IUS2.56/16 1660 14-1 Od 6500s SURI/L2.56/14 1920 18-16d 2-10dx1h" 60s ITS2.37/16 1268 6-1 Od 60s IUS2.37116 1660 14-10d 60s SUR/L2.37114 1920 18-i6d 2-10dxth" 90s ITS3.56/16 1520 6-10d 90s IUS3.56/i1 6p 1425 1fY4-10d SUR/L414 2-10dx1iS" D o . - o o e . naoo •c o • 1LQ f90s y2250 W1i8-n16d ITU I/:J ^ • - t • CA,7 w C.l W MDOW a MIT B U / HU MIU I LSSU Joist D t BCI° Hanger Capacity N r ili oft Joist D th gCl• Hanger Capacity ad ilin Joist De t gCl• Hanger Capacity Header ili Joist 4500S MIT49.5 30 8-16d 2-10dxl'r4" 4500s MIU3.56/9 2305 16-16d 2-1Odx1h" 4500s LSSU125 995 9-1 Od 7-10dxlh" 9A" 5000S 6000s MIT4. 12/9.5 MIT359. 5-2 2305 2305 8- 16d 8- 16d 2- 10dx1A" 2- 10dxlh" 9h" 5000S MIU4.12/9 2305 16-16d 2-1OdxlfP 5000s LSSU2.06 995 9-10d 7-10dxlh" 6000s MIU4.75/9 2305 16-16d 2-10dx1h" 91'" 6000s LSSU135 995 9-10d 7-10dx1 h" 6500s MIT39.5-1 2305 8-16d 2AOdxlh" 6500s MIU5.12/9 2305 16-16d 2-1Odx1'" 6500s LSSUH310 1425 14-1 Od 7-10dx1h" 4500s MIT411.88 2305 8-16d 2-10dx1h" 4500s MIU3.56/11 2880 20-16d 2-10dx1h" 4500s LSSUl25 995 9-10d 7-10dx1h" 5000s MIU4.12/11 2880 20-16d 2-1Odx1h" 5000sMIT4.12/11.88 2305 8-16d 2-10dx1h" 11A" 6000s 65005 MIT351f. 88.2 MIT311. 88.2 2305 2305 8- 16d 8- 16d 2- 10dx1h" 2- 10dx1h" 11/' 6000s 6500s MIU4. 75H1 MIU5. 11/11 2880 2880 20- 16d 20- 16d 2- 10dx1h" 2- 10dx1h^ 5000s LSSU2.06 995 9-10d 7-10dx1h" 11'/•" 6000s LSSU135 995 9-10d 7-10dx1h" 60s MIT3511.88-2 2305 8-16d 2-10dxl'A" 60s MIU475I11 2600 20A6d 2-10dx1'h" 6500s 11310 1475 14-1 Od 7-10dxth" 90s I B7.12/11.88 3800 14-16d 2-10dx116" 90s I HU412-2 3275 22-16d 2-10dx1'/2' 60s LSSU135 995 9-10d 7-10dx1'A" 4500s MIT414 2305 8-16d 2-10dx1h" 4500s MIU3.56/14 3170 22-16d 2-10dxlh" 90s LSSU410 1625 14-1 Od 12-10dx1h" 5000s MIT4.12/14 2305 8-16d 2-10dx1h" 5000s MIU4.12/14 3170 22-16d 2-10dO'S' 4500s LSSU125 995 9-10d 7-10dxth" 14 6000s MIT3514.2 2305 8-16d 2-10dx1h" 14" 6000S MIU4.75/14 3170 22-16d 2-10dx1'/i' SOOOs LSSU2.06 995 9-10d 7-110MIR' 6500s MIT314.2 2305 8-16d 2-10dx1'A" 6500s MIU5.12/14 3170 22-16d 2-10dx1h" 6000s LSSU135 995 9-10d 7-1OdxliS" 60s MIT3514-2 2305 8-16d 2-10dx1h" 60s MIU4.75114 2700 22-16d 2-10dx1h" 14" 6500s LSSUH310 1600 14-10d 7-10dx1h" 90s HU414.1 3870 26-16d I 2-10dxl'A" 90SB7.11/14 3800 14-16d 2-10dx1W 60s I LSSU135 995 9-10d 7-tOdxlh" 4500s MIT416 2305 8-16d 2-10dx1h" 4500s MIU3.56/16 3455 24-16d 2-tOdx1%' gOs LSSU410 1625 14-10d 12-10dx1'/T 5000sMIU4.12/16 3455 24-16d 2-10dx1%' 5000sLBV4.12/16 2460 10-16d 2-1Odx1A" 6000s MIT4.75/16 2305 8-16d 2-10dxth" 6000s MIU4.75116 3455 24-16d 2-10dx1h" i' • For more information, call Simpson Strong -Tie R U , : at1-800.999.5099 or visit their website at www. strongtie.com General Notes Bold Italic hangers require web stiffeners. Capacities wil vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI• Joist end reaction cepacibes- whichever is less. All capacity values are downward loads at 100°61oad duration. dwebstiffenerswhen BCNJoistslopeexclopedseateeds'/.' peers and rfoot. Leave'h:' clearance (W maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard deflection by u". For proper installation of the VPA, the 2.10dx1h" joist nails through the bend tabs must be installed at approximately a 45-degree angle. Support Requirements Support material assumed to be Boise Cascade structural composite lumberorsawnlumber( Douglasfirorsouthern Pine species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is 1'/V and 2", respectively. 16" 6500s MIT5.12/16 2305 8-16d 2-1odx1'W 16" 6500s MIU5.12/16 3455 24-16d 2-1Odx1h" 60s MIT4. 75116 2305 8-16dI 2-10dx1'A" 60s I MIU4.75/16 2725 24-16d 2-1OWIR 90s B7. 12/16 I3800 14-16dI 2-10dx116" 90s I HU414.2 I 3780 I 26-16d 2-10dx1%' THAI a - n VPA Joist De t BCI • Hanger Capacity b Header Nat i Joist otst D t BCI • Hanger a acity b F To Plate a t e Rafter 4500s THA11. 81/22 1181 6-1 Od 2-10dx1'A" 4500s LSSUl25 995 9-tOd 7-10dx1i5" 5000s THAl2. 06/22 1181 6-1 Od 2-10dx1h" 9A" 5000s 6000s LSSU2. 06 LSSU135 995 995 9- 10d 9-10d 7-1Odx1h" 7-10dx1h" 6000s THA1352213936-1 Od 2-1Odx1'" 6500s THA1322 1393 6-1 Od 2-10dxth" 6500s LSSUH310 1425 14-10d 7-10dx1,W 4500s THA11. 81/22 1443 6-1 Od 2-10dx1%" 4500s LSSUl25 995 9-10d 7-10dx1h° 5000s THAl2. 06/22 1443 6-1 Od 2-10dx1 h" 5000s LSSU2.06 995 9-10d 7-10dxl h" 6000s THA13522 1443 6AOd 2-10dx1h" 6000s LSSU135 995 9-10d 7-10MI/2" 11'A" 6500s THA1322 1443 6-1 Od 2-tOdxlh„ 11/. 6500s LSSUH310 1475 14-10d 7-10dxth" 60s THA13522 1443 6-1 Od 2-10dxlh" 60s LSSU135 1 995 9-10d I 7-10dx1h" 90s THA1422 1715 6AOd 2-10dx1h" 90s LSSU410 1625 14-1 Od 12-10dx1h" 4500s THA11. 81/22 1600 6-1 Od 2-10dx1h" 4500s LSSU125 995 9-10d 7-10dx1h" 5000S THA/ 2.06/22 1600 6-10d 2-10dxII/V 5000s LSSU2.06 995 940d 7-10dx1'/V 6000s THA13522 1600 6-10d 2-10dxl /," 6000s LSSU135 995 9-10d 7-10MI/2" 14 6500s THA1322 1600 6-1 Od 2-10MI/2" 146500s LSSUH310 1600 14-10d 7-10dx1%" 60s THA13522 1600 6-1 Od 2-10dx1h" 60s LSSU135 995 9-tOd 7-10dx1h" 90s THA1422 1715 6-10d 2-1OdxVA" 90s LSSU410 1625 14-1 Od 12-10dxl'/2" ucise uascaae tvvr - tasiern specmer uuiae • uuru4rzu15 g Connectors U-a R Structural con Single Joist - .. 7THO TFL THE Hanger SKH Joist Dept gCl• Hanger Ca acity N I in J i Joist D t BCI• Hanger a acity s Nai eader In Joist joist D t gCl• Hanger opacity I in r I Joist 9,/" 4500sl TH 017950 993 6 IOd 2.10dx1%" 2 10dxth' " 2 10dx1h" 9/' 2 10dx1h" 4500s THF17925 910 8 10d 2 10dx1h" 4500s SKH1720LIR 1153 104 tOd 10 10dx1h" 5000s TFL2095 993 6 1Od 5000s THF20925 910 8 10d 2 10dx1%" ," 5000s SKH2O20L/R 1153 14 10d 10 10dx1%:" 6000s TFL2395 1225 6 10d 6000s THF23925 1275 12 10d 2 10dxth" 9/' 6000s SKH2320L/R 1384 14 10d 10 10dx1'/" 6500s TFL2595 1225 6 10d 6500s THF26925 1275 12 10d 2 10dx1A" 6500sl SKH252OLIR 1384 14 10d I 10 10dx1'/S' 11/•" 4500s TH 017118 1068 6 10d 2 10dx1h" 2 10dxlh" 2 10dx1h" " 2 10dx1h" 11/' 2 10dx1% 2 10dx1h" 4500s THF17112 910 8 10d 2 10dx1h' 4500s SKH1720LIR 1434 16 10d1 10 O&I'A" 5000s TFL20118 1068 6 10d 5000s THF20112 910 8 10d 2 10dx1h" 5000s SKH2O2OLIR 1434 16 10d 10 10dx1'/" 6000s TFL23118 1237 6)10d 6000s THF23118 1300 14 10d 2 10dx1S' ," 6000s SKH2320UR 1434 16 1Od 10 1Odx1h" 6500s TFL25118 1237 6 10d 6500s THF26112 1300 14 10d 2 10dx1h" 11/' 6500s SKH2520L/R 1434 161 10d 10 10dx1h" 60s TFL23118 1237 6 10d 60s THF23118 1300 104 10d 2 10dxiW, 6os SKH2320LIR 1434 16 10d 10 tOdxlh" 90s TH 035118 1589 10 1Od 90s THF35112 1612 16 10di 2 tOdxlh" 1 90s SKH41OLIR 1900 16 16d 10 16d 14" 4500s TFL1714 1325 6 10d 2 10dxth" 14" 4500s THF17140 1075 12 10d 2 10dx1h" 4500s SKH1724LIR 1562 16 10d 10 10dx1h" 5000s TFL2014 1081 6 10d 2 10dx1'/2" 5000s THF20140 1081 (121 10d 2 10dx1h" SOOOs SKH2O24LIR 1562 16 10d 10 10dx1h" 6000s TFL2314 1262 6 1od 2 10dx11%" 6000s THF23140 1350 18 10d 2 10dxih" 6000s SKH2324L/R 1562 16 10d 10 10dx1h" 6500s TFL2514 1262 6 1Od 2 10dx1h" 6500sl THF26140 1350 N8 10d 2 1odx1'/2" 14" 6500s SKH2524LIR 1562 16 10d (10)10 x11/2" 60s TFL2314 1262 6 10d 2 10dx1h" 60s I THF23140 1350 18 10d 2 10dx1h" 60s SKH2324LIR 1562 16 10d 10 10dxth" 90s I TH035140 1625 12 10d 2 10dx1%:" 90s I THF35140 1650 20 10d 2 10dx1%;' 90s SKH4141ID02050(221t6d 10 16d 4500s TFL1716 1081 6 10d 2 10dx1h" 4500s THF17157 1475 24 10d 2 10dx1h" 4500s SKH1124L/R0d 10 10dx1h" SOOOs TFL2016 1087 6 10d 2 10dx1h" 5000s THF20157 1465 24 10d 2 10dx1h" 50005 SKH2O24L/R10d 10 10dx1'/" 16" 6000s TFL2316 1268 6 10d 2 10dx1'/" 6000s THF23160 1362 22 10d 2 10dx1Y 6000s SKH2324L/R10d 10 10dxth" 500s TFL2516 1268 6 10d 2 lodxI'" 16" 6500s THF26160 1362 22 10d 2 10dx1'/" 16 6500s SKH2524L/R10d 10 10dxth" 60s TFL2316 1268 6 10d 2 10dxth" 90s TH035160 1660 12 12 10dx1, Double Joist - Top Flange THO Double BPH 60s THF23160 1362 22 10d 2 10dxi'A 60s SKH2324L/R10d 10 1OdxlW 90THF3517 1687 22 10d2 10dx116d Double Joist - Face Mount THE Double HID 10 16d Field Slope and Skew Joist Hanger LSSH Joist D t gCl• Hanger Capacity ili d o' t Joist De th BCIO Hanger Capacity aili e t Joist D t BCI• Hanger Capacity Header ilin Joist 9rS" 4500sl TH035950 2050 10 10d 2 10dx1h" 4500s THF35925 1370 12 10d 2 10dx1%" 500 L 79 140 1 (101 Ind0 SOOOs TH020950- 2 2330 10 16d 6 10d 5000s THF20925-2 1390 12 10d 6 10d 9h" 5000 S 1 1 0 0 0 10 6000s TH023950- 2 2825 10 16d 6 10d 9/" 6000s 6500s THF23925- 2 THF25925-2 1625 14 10d 6 10d 6000 LW 0 0 0 0 ;6000 6500s 00 0 ' TH025950-228251016d610d13901210d610d500L00004500st11wTH035118 2050 10 tOd 2 10dx1h" 4500s THF35112 1825 16 10d 2 10dx1'/" 5000 0 0 0 0 5000s TH020118- 2 2330 10 16d 6 10d 5000s THF20112-2 1855 16 10d 6)10d 6000 LSS 2 0 0 0 0 6000s TH023118- 2 2925 10 16d 6 10d 6000s THF23118.2 1855 16 Ind 6 1od 11 6500 H2 0 0 0 0 1 6500s TH025118- 2 2925 10 16d 6 Ind 11Y•" 6500s THF25118-2 1855 16 IOd 6 10d 60 LS 2 0 6 0 60s TH023118. 2 3212 10 16d 6 10d 60s THF23118-2 1855 16 10d 6 10d 90 1920 6 2 0 '; 4500s LS 10 10d 17) 1 Odxl W. 90s BPH71118345510)1 d6 10d 90s HD7120 2255 16 16d 6 10d 5000 L H2 0 o 0 0 1" 14" 4500s TH035140 2315 12 10d 2 10dxlh" 4500s THF35140 2320 16 10d 2 10dx1h" 6000 L 2 0 0 0 7 0 5000s TH020140.2 2330 _ 10 16d 6 1Od 5000s THF20140-2 2320 20 10d 6 10d 14" 6000s TH023140.2 3350 12 16d 6 10d 6000s THF23140-2 2540 20 10d 6 IOd 60 6500s TH025140.2 3350 12 16d 1 14" 65o0s THF25140.2 2500 20 10d 6 10d 8 605 TH023140.2 3535 12 16d 6 10d 60s THF23140.2 2540 20 10d 6 10d 90s BPH7114 3455 10 16d 6 10d I 90s I HD7140 2820 20 16d 8 10d 0 IQ 16" 4500s TH035160 2359 121 10d I 2 10dxi'S' 4500s THF17157-2 2425 22 10d 2 10dx1h" 16" 5000s TH020160.2 2330 10 16d 6 10d 16„ 5000s 0 14116di 6000s TH023160-2 3137 12 16d 6 10d 6000s THF23160-2 3050 24 10d 6 10d ROM" 6500s TH025160-2 3137 12 16d 6 10d 6500s HF25160-2 3000 24 10d 6)10 RANSTR For more contact motion, CONNECTORS LISP Structural Connectors V- at 1- 800-328-5934 or General Notes www. uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing cntena and/or support conditions: contact supplier or LISP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI° Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI•Joist slope exceeds'/." per foot. Leave'/,e" clearance ('/ e" maximum) between the end of the supported joist and the head of the hanger. For BCI• Joist applications, consult LISP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural l composite oaksassumedt beBoise p-lumber fir or southem pine species). Minimum support width for single- and double -joist top mount hangers is 3" (1 h" for THO hangers). Minimum su ort width for face mount han erswith 10d and 16d nails is 1%" and 2", respectively.960s T 2 T 2 9os SPH7116 3455 10 16d 6 10d 90s HD7160 3385 24 16d 8 10d Adjustable HeightJoist MSH JoistV Po TMP Joist D t gCl• Hanger Capacity Header ili i t Joist De t gCl° Hanger Capacity b ast TOD Plate I n Rafter 9,/„ 4500s 4500s TMP175 11125 6)10d 4 10dx1' ;' 5000s 5000s TMP21 1125 6 10d 4 10dx1' " 60oos 9,/" 6000s TMP23 1375 6 10d 4 10dx1' " 6500s 6500s TMP25 375 6 0 0 l 11%" SOOs 500 5 150 6 0 0 5000s 6000s MSH2322 1431 6 10d 4 10dx1' " 5000s TMP21 1290 6 10d 4 10dx1%" 6000s TMP23 1425 1M10d 4 1Odxl' " 6500s MSH322 1431 16)10d 410dx1';' 11%" 6500s TMP25 1425 6 10d 4 10dx1 ;' 60s MSH2322 31 6 Od Wioaximv 60s I TMP23 1425 6 Od loci 90S MSH 22 86_i(6)j0d. Q10d 90s I TMP4 1800 6 Ind0 14" 4500s MS H 1722 550 6 0 4 %" 4500s TMP175 1150 6 Ind 4 0 1' " 5000s 5000s TMP21 1290 6 10d 4 10dx1'2' 6000s MSH2322 1550 6 10d 4 10dx1';' 6000s TMP23 1525 6 1Od 4 10dx1' " 6500 M H 22 550 6 10 0 14" 6500 P 5 1525 6 10d 0 ' 60s MSH2322 550 6)10d 0 60s TMP23 525 6 Od 0 90 90S TMP41850 t6 10d 4 10dxl'A"(Douglas 16" 4500s MSH1722 1668 6 10d 4 4500s TMP175 1150 6 10d 4 10dx1';' 5000s 5000s TMP21 1290 6 10d 4 tOdx1';' 6000 MSH2322 668 6 0 4 Qd 6000 P 3 550 6 Od Od 6500 S 322 6611 6 Od 16" 6500s P 5 550 6 0 0 S 2322 1 6 10 460s TMP23 550 6 10d Odxt' " 90S 1 1 90S 1 TMP4 9o0 1r, inri Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Y ; r 7711-7 Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to.. enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustai nability/certification-aud its/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Ritz Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI' Joist, VERSA -LAM', and ALLJOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! J For the closest I r Boise Cascade EWP distributor/support center, call j f1-800-232-078", BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com ID Boise Cascade Engineered Wood Products Great products are only the beginning.® If no dealer is listed, call 1-800-232-0788 Copyright © Boise Cascade Wood Products, L L.C. 2014 ESG 0810412015 1 /2/2018 Florida Building Code Online BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications FBC Staff ; BCIS Site Map I Links ! Sear Ronda r I Product Approval ti Yi USER: Public User 1=49 Product Approval Menu > Product or Application Search > Application Us[ > Application Detail FL # FL15036-R2 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 1 Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Lyndon F. Schmidt, P.E. Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 2004 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Florida Licensed Professional Engineer or Architect FL15036 R2 Eauiv (b) Eguivalencv of Standards.odf hfps://www.floridabuilding.org/pr/pr_app_dti.aspx 1/3 1 /2/2018 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 10/16/2017 10/16/2017 10/19/2017 12/12/2017 FL # Model, Number or Name 15036.1 a. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.1 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.2 1 b. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.2 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.3 1 c. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.3 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.4 1 d. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.4 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.5 1 e. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.5 for Design Pressure Ratings, any 15036.6 1 f. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.6 for Design Pressure Ratings, any additional use limitations, installation instructions and product Description 6'8 "Non -Impact" Opaque Single Fiberglass Door - Outswing / Inswing (X) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.1.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.1.p Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OX or XO) Configuration: Installation Instructions FL15036 R2 II (a) Inst 15036.2.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.2.odf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXO) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.3.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.3.odf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Double Fiberglass Door - Outswing / Inswing (XX) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.4.12df Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a)Eval 15036.4.pdf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Double Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXXO) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.5.p Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.5.odf 8'0 "Non -Impact" Opaque Single Fiberglass Door - Outswing / Inswing (X) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.6.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.6.odf Created by Independent Third Party: Yes https 15036.7 g. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OX or XO) Configuration: Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.7.(L 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 15036.7 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.7.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.8 h. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OXO) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.8.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 15036.8 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.8.pdf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.9 i. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Double Fiberglass Door - Outswing / Inswing (XX) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.9.12df 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 15036.9 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.9.12df additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.10 j. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Double Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXXO) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.10.pdf 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 15036.10 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.10.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovright 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 sen electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wis 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 licen: under Chapter 455, F.S., please click here. Product Approval Accepts: EJ ® 0 IN Credit Card Safe https:/AtAm.floridabuilding.org/pr/pr_app_dtl.aspx 3/3 R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board of Professional EngineersCertificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Door Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ' this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ' requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.6 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors meet water infiltration requirements for "HVHZ'. 8. Inswing configurations and outswing configurations using sill items #31 and #33 under.the active door do not meet the water infiltration requirements for the "HVHZ'. Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.6 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C STTS00001 15427- 107362 ATI 67508.01-106-18 ETC- 01-741-10705.0 ETC- 01-741-10593.0 TEL- 06-1031-3 2. Drawing No. No. FL 15036.6 3. Calculations Anchoring Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Therma Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Sianed & Sealed by Lyndon F. Schmidt, P.E e0 100YSB!/s. Signed & Sealed by F SCHA4 Jlo,,o Lyndon F. Schmidt, P.E. tea C EN S•. .0 100 No 43409 op 9 • STATE OF • Ode I O N AA "..0% Lyndon F. Schmidt, P.E. FL PE No. 43409 10/ 16/2017 J<JWKQ A7 R' MAX sic -Craft. FIBERGLASS DOOR INSWING / OUTSWING NON -IMPACT" nd is in compliance with the 6th Edition (2017) Florida Building Code ing the "High Velocity Hurricane Zone" (HVHZ). nd spaced as shown on details. Anchor embedment to base material cco. ct is required to be protected with an impact resistant covering that 3C. WHE'requiring wind bome debris protection this product is required to nt covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the some as that shown for 2x buck e details of this drawing require further engineering analysis by a hitect. Jal sill item #39 under active doors meet water infiltration requirements g configurations using sill items #31 & #33 under the active door do not cents for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in e locations protected by an overhang or canopy such that the angle verhang to sill is less than 45 degrees. TABLE OF CONTENTS n pressures & general notes OVERALL WIDTH 0z zZ N n H Z O w w = i w U_ W J lL Q J w Ofw o > O a a QVERALL:::.: DESIGN.: P..RESSURE.(PSF) EXTERIOR o 44 4.11" Lil—L 23 TOP RAIL BATCH STILE 1.49" fI - 3G' T SG >= 0.67) EXTERIOR INTI 1-1, . ^—^ . . . A of 21 3 17 0.1 S' CSINK TYP.) 20 8 7 INTERIOR INTERIOR 4EXTERIOR EXTERIOR 27• B o o . E f. a a v a EA Z 0- 19 00 8 INTERIOR OSS SECTION i- inswing INTERIOR EXTERIOR see general notes, sheet 1 for "HVHT' Water infiltration requirements INTERIOR EXTERIOR a- INTERIOR VERTICAL CROSS SECTION Shown w/1 X sub -buck EXTERIOR INTERIOR n e p' 0 n o I i MU CV i N T STRIKE JAMB MASONRY OPENING FRAME 2X BUCK CV) 17 10 i V) CV MASONR OPENIN( n N 3 2X BUCK Ui N FRAME ANCHORING HINGE JAMB Masonry 2X buck construction for DP <= 48 PSF comers may be adjusted to maintain the min. as "MAX. ON CENTER" must be adjusted to o mortar joints, additional concrete anchors kX. ON CENTER" dimension are not exceeded. CMIN...CLEAANE MIN.-CLEARA ..: TO MASONRY":..: TO.:ADJA:CENT:.: iWNT:: EDGE:.:::.......::..::.::::::ANCHOR:::::;; :. BUCK ANCHORING For DP > 48 PSF and DP<=75PSF MASONRY TYP. HEAD OPENING JAMBS FRAME 0 2X BUCK F I FRAME ANCHORING Masonry 2X buck constri for DP > 48 PSF and DP <= 75PSF a. J TYP. HEAD JAMBS iE J K -\ v 1 FRAME ANCHORING Masonry 1 X buck construction For DP <= 48 PSF rs may be adjusted to maintain the min. V. ON CENTER" must be adjusted to torjoints, additional concrete anchors q CENTER" dimension are not exceeded. MIN. CLEARANCE.:.` :MIN::CLEARANCE. TO MASONRY.ADJACENT::. FnrF:::::•.::: ••:.::ANCHOR::..:.:: HINGE JAMB LO04 LON ul a, MASONRY TYP. HEAD OPENING & JAMBS i FRAME ^ d 0 1 X BUCK F TYP. SILL v v FRAME ANCHORING Masonry 1 X buck construction For DP > 48 PSF and 7DP <= 5 PSF WOOD WOOD WOOD CRETE SCREW STEEL ONCRETE CONFORMING TO ACI WORMING TO ASTM C90 CONCRETE SCREW STEEL RETE SCREW STEEL ETE SCREW STEEL ZETE SCREW STEEL ZETE SCREW STEEL STEEL W 1.15" MIN. EMBEDMENT STEEL N WEATHER-STRIP FOAM N WEATHER-STRIP FOAM STEEL W (HINGE TO FRAME) STEEL NATURE SERIES STEEL 0.42 WOOD WOOD PURE SERIES 780 STEEL STEEL STEEL N PROFILE ALUM. / WOOD PVC DDLE THRESHOLD ALUM.COMP. LD ALUM. DOOR PANEL DETAIL SHEET FOR DETAILS FIBERGLASS BY THERMA-TRU N.) = 6,000 PSI FIBERGLASS COMP. WOOD WOOD COMP. lbs. DENSITY) POLYURETHANE 4.56 LoN o F---- 2.36' 8819yp HEAD & SIDE Jamb Lq 2.2T —j 4.63' _ M O 31 BUMP FACE THRESHOLD LOW PROFILE 5.75' T , 7-7 77 q. 33 SELF ADJUSTING SADDLE THREHOLD r L R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Aulhoriza ion No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Door w/ Sidelite Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ".this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ' requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.7 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ'. 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ'. Inswing units shall be installed (in the "HVHZ') only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.7 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01460336-A,B,C ASTM D1929-96, ASTM D635-03 ASTM D2843-99 TEL 01460339-A,B,C ASTM D1929-96, ASTM D635-03 ASTM D2843-99 STTS00001 ASTM G26-95 15427-107362 ASTM E84-00a ATI 67508.01-106-18 ASTM D1929-96 ETC-01-741-10705.0 TAS 202-94 ETC-01-741-10593.0 TAS 202-94 TEL-06-1031-3 TAS 202-94 TEL 06-1031-4 TAS 202-94 2. Drawing No. Prepared by No. FL 15036.7 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Therma Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Lon Hicks, VP Operations Omega Point Laboratories William E. Fitch, P.E. Architectural Testing, Inc. Joseph A. Reed, P.E. ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab.,lnc. Wendell W. Haney, P.E. Testing Evaluation Lab.,lnc. Wendell W. Haney, P.E. Signed Sealed by Ob oe SCtaF BB pO & Lyndon F. Schmidt, P.E. Ehi S /1 veoe _Signed & Sealed by Lyndon F. Schmidt, P.E. No 43409 1d T i; Lyndon F. Schmidt, P.E. STAl E OF ' FL PE No. 43409 io. Al O A ` P;?eow 10/16/2017 SsaON,00- , o900% IJLJ%JM0 Ssic-Craft. RGLASS DOOR W/ SIDELITE INSWING / OUTSWING NON -IMPACT" and is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). ind spaced as shown on details. Anchor embedment to base material Icco. ct is required to be protected with an impact resistant covering that BC. HVHZ" requiring wind bome debris protection this product is required to ant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the same as that shown for 2x buck ie details of this drawing require further engineering analysis by a hitect. tal sill item #39 under active doors and all sills used under sidelites meet iVHT'. g configurations using sill items #31 & #33 under the active door do not cents for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in e locations protected by an overhang or canopy such that the angle verhang to sill is less than 45 degrees. TABLE OF CONTENTS 3n pressures & general notes Glazing detail 53.13' MAX. OVERALL WIDTH 0 ZZ 3 H z z O D 0w w w i w U- tic J U- JQJ W ixW O Q O o a 01 a SG >= 0.67) LAi LRIVI\ Ell EXTERIOR 4.11" 42 TOP RAIL 43 LATCH STILE 1.49" a 1 no%vT^.. nail 5" GLASS BITE 23 25 EXTERIOR /7, INTERIOR 25 G >= 0.42) e frame screws) is 255 24 29 G GLAZING DETAIL 5 insulated glass w/ smc lite frame 1/2" MIN. GLASS THK. EXTERIOR 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED INTERIORGLASS 5' GLASS BITE G GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS EXTERIOR 14 ' 50 11 INTERIOR EXTERIOR 20 0.15" C'SINK TYP.) HONTAL CROSS SECTION raring shown - inswing ipproved NOTE: 115' 1. The sidelite is direct set into the SINK jamb with (12) item #M (#8 X 2 TYP.) PFH wood screw). There are (4 at each vertical jamb from the top down at 13.5, 31 ", 48.5" & 66'. 8 7 40 SEE NOl IN E) INTERIOR EXTERIOR L 63 19 z a INTERIOR CDU 60 61 SS SECTION nswing INTERIOR 4 VERTICAL CROSS SECTION 5 Inswing configuration see general notes, sheet 1 z a: for "HVHZ" Water infiltration ? requirements m w Shown w/1 X sub -buck EXTERIOR 62 4n, F D p. e D D INTERIOR 7 8 D D p n D v v 1 z d L Co 19 M 2Z C3 SEE NOTE 1 CAL CROSS SECTION ing shown - inswing pproved EXTERIOR EXTERIOR SEE NOl S0 to z a: N C6 W a o d a a ' n a o o. . Pk ii":7ri7, 5 VERTICAL CROSS SECTION 6 Outswing configuration J A O O Shown w/1 X sub -buck 0 19 NOTE: 1. Anchors ass'y thn sill at 4" in from e( INTERIOR EXTERIOR 6 o AULLION OWN FOR FERENCE ONLY PORING L ZN T STRIKE JAMB E MASONRY OPENING FRAME 2X BUCK MiLtsill 28 hers may be adjusted to maintain the min. a—IOUTSWINGMAX. ON CENTER" must be adjusted to INSWING ortar joints, additional concrete anchors ON CENTER" dimension are not exceeded. MIN:..CLEARANCE:' :MIN.: CLEARANCE' D M OUTSWING TO MASONRY.: TO:A:DJACENT ::: NT :::::.::..::.:.....:.....::> 27 INSWING EDGE'-.:'.'.'.*.,"",..**..':::*":.":": ANCHOR ::. 2" 411 1" 411 LATCH & DEADBOLT DETAIL F63 SEE DETAIL 2 FRAME ANCHORING Masonry 2X buck construction DETAIL I Attach surface bolt strike plate to frame as shown (Outswing) 65 66 i n O n V) N En N N HINGE JAMB DETAIL 1 Attach surface bolt strike plate to frame as shown (Inswing) K 10 a SEE DETAIL 1 a. . J TYP. HEAD & MASONRY JAMBS OPENING III© 1 FRAME 1 X BUCK a• c a SEE DETAIL 2 FRAME ANCHORING maybe adjusted to maintain the min. Masonry 1 X buck construction ON CENTER" must be adjusted to irjoints, additional concrete anchors CENTER" dimension are not exceeded. MIN... , CLEARA NCE .:. M IN CLEA RANGE; TO:MASONW .: .:..TO ADJACENT:," EDGE::.`.`:.:::; i x0- NU r,O HINGE JAMB M1O N En N LQ LO INSWING OUTSWING INSWING LATCH & DEADSOLT DETAIL DETAIL I Attach surface bolt strike plate to frame as shown (Outswing) HINGE DETAIL Atta( strike as sh WUUU 14 1 /4" IN I tKULF I SPAULK S I ELL WOOD 25 SILICONE CAULK SILICONE ETE SCREW STEEL 26 PLASTIC LIP LITE FRAME PVC PVC CRETE CONFORMING TO ACI DRMING TO ASTM C90 CONCRETE 27 LATCH STRIKE PLATE STEEL 28 DEADBOLT PLATE STEEL REW STEEL 29 8-10 X 1-1 /2" PLASCREW STEEL SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD SCREW STEEL 32 DOOR BOTTOM SWEEP PVC SCREW STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. STEEL 39 HIGH WATER DAM THRESHOLD ALUM. 1.15" MIN. EMBEDMENT STEEL 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS STEEL 41 DOOR SKIN; .125" MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS E SCREW STEEL VEATHER-STRIP FOAM 42 TOP RAIL COMP. EATHER-STRIP FOAM 43 LATCH STILE WOOD STEEL 44 HINGE STILE WOOD HINGE TO FRAME) STEEL 45 BOTTOM RAIL COMP. GER JOINTED PINE WOOD 46 POLYURETHANE FOAM (1.9 Ibs. DENSITY) POLYURETHANE L STEEL 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS PVC 51 SIDELITE TOP & BOTTOM RAIL COMP. PVC 52 SIDELITE STILE WOOD ATURE SERIES STEEL 60 1 /2" SURFACE BOLT SPACER STEEL STEEL 61 IVES SURFACE BOLT #454 8.0" L. X .25" THK. STEEL STEEL 2 WOOD 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL WOOD 63 SURFACE BOLT STRIKE PLATE STEEL E SERIES 780 STEEL 64 10 X 2-1/2"PFH SCREW STEEL PE 65 3/16" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL I j 66 3/16" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL to 2. N 2.17' 4.6T e,QUM WING SIDELITE 3 BUMP FACE THRESHOLD I 2.59" -- Spacer 2.15' 1.68" --j 2.14" ? 1.68, --{ 5.75" 1.69" -- l I R W R W Building Consultants, Inc. BConsulting and Engineering Services for (lie Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Cenificate orAutltoriration No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Door w/ Sidelites Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.8 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ'. 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ'. Inswing units shall be installed (in the "HVHZ') only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.8 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C TEL 01460339-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 TEL 06-1031-4 Test Standard ASTM D1929-96, ASTM 0635-03 ASTM D2843-99 ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL 15036.8 RW Building Consultants, Inc. (CA #9813) F lOJ Lyndon F. Schmidt, P.E. 3. Calculations Prepared by ooAt ze e C •,r e o Signed & Sealed by NAnchoringRWBuildingConsultants, Inc. (CA #9813) 0000 ''.•• G S j,:•! yndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. o 4. Quality Assurance e r Certificate of Participation issued by National Accreditation and Management tr Institute, certifying that Therma Tru Corporation is manufacturing products b . 4 Lyndon F. Schmidt. P.E. within a quality assurance program that complies with ISO/IEC 17020 and 13 '. ST: ,TE OF •: FL PE No. 43409 Guide 53. r p `: ` oti 10/16/2017 Sheet 1 of 1 j LQ .... • • • .`oc0 N,, e 4ti0o M0vv1%v sic -Craft GLASS DOOR W/ SIDELITES NS WING / OUTS WING NON -IMPACT" nd is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). nd spaced as shown on details. Anchor embedment to base material Icco. ct is required to be protected with an impact resistant covering that BC. HVHZ" requiring wind bome debris protection this product is required to ant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the some as that shown for 2x buck ie details of this drawing require further engineering analysis by a hitect. tal sill item #39 under active doors and all sills used under sidelites meet HVHZ". g configurations using sill items #31 & #33 under the active door do not ients for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in e locations protected by an overhang or canopy such that the angle erhang to sill is less than 45 degrees. TABLE OF CONTENTS In pressures & general notes J detail 68.5' MAX. OVERALL WIDTH o ZZ 3 N z o wLU o W H Hw w U- 1 LL J J Q w ix 0 > o O Q b c a a i OVER I EXIERIOR \7w Url r:— 4.11 30- T— 71 co T I LJI—L- 29 42 TOP RAIL 43 LATCH STILE 1.49" G>=0.67) Otlfl— LRLLj T FYTF-pinp INTO n HINGE STILE BOTTOM RAIL 5" GLASS BITE 23 25 INTERIOR 25 SG >= 0.42) e frame screws) is SEE NOTE 1 22 25 24 29 G i GLAZING DETAIL 5 insulated glass w/ smc lite frame 5' GLASS BITE 1 /2" MIN. 26 GLASS THK. 25 EXTERIOR TEMPERED GLASS AIR SPACE TEMPERED INTERIORGLASS 25 22 25 v G GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACF 1/8" TEMPERED GLASS EXTERIOR INTI T—) 11INTERIOR J EXTERIOR 0.15" C'SINK TYP.) IZONTAL CROSS SECTION iving shown - inswing approved INK C'SINK P.) TYP.) 8 7 INTERIOR 00, 1 EXTERIOR (in 20 14 11 l M) SEE NOTE 1 M ) (50 12 SEE NOTI INTERIOR SEE NOTE 1CM EXTERIOR 50 v v c o v o a 9 v o 20 C A 6 HORIZONTAL CROSS SECTION 4 Shown w/1 X sub -buck NOTE: 1. The sidelite is direct set into the jamb with (12) item #M (#8 X 2" PFH wood screw). There are (4) at each vertical jamb from the top down at 13.5", 31", 48.5" & 66". 0.1 S' 20 C'SINK --•-{ TYP.) 8 7 XTERIOR 40 JTERIOR v V Q ° v a 63 19 z INTERIOR U 60 61 SS SECTION inswing INTERIOR z L 4' VERTICAL CROSS SECTION JInswing configuration see general notes, sheet 1 z a: for "HVHT' Water infiltration i requirements \ CO w LniL:RivR 2 VERTICAL CROSS SECTION 5 Shown w/1 X sub -buck 60 61 M Enz0_ N oU SEE NOTE 1 EXTERIOR ICAL CROSS SECTION Ong shown - inswing pproved EXTERIOR n n p J z p A------------- LU w 19 EXTERIOR SEE N01 Mklfftue_111 5 VERTICAL CROSS SECTION 6 Outswing configuration 11 50 M SEE NOTE 1 INTERIOR EXTERIOR 2_' VERTICAL CROSS SECTION Shown w/1X sub -buck U 19 NOTE: 1. Anchors ass'y thri sill at 4" in from e- INTERIOR EXTERIOR ANCHORING STRIKE JAMB ers may be adjusted to maintain the min. 4AX. ON CENTER" must be adjusted to xtar joints, additional concrete anchors N CENTER" dimension are not exceeded. MIN::CLEARANCE...MIN:..CLEARANCE, rO'MASONR.Y rO A:DJACENL EDGE..::':::::: ANCHOR-.:.-.-. 2" 4" 1" 4" 28 27 II MASONRY OPENING FRAME 2X BUCK SEE DETAIL 1 TYP. HEAD & JAMBS M ) TYP. F TYP. SILL IL=L SEE DETAIL 2 FRAME ANCHORING Masonry 2X buck construction N OUTSWING L INSWING M OUTSWIN L INSWING IIII o ih LnN xQ d vi V En U O F LnC4 N DETAIL 1 Attach surface bolt strike plate to frame as shown (Outswing) HINGE JAMB I 4 I DETAIL 1 Attach surface bolt 12 strike plate to frame as shown (Inswing) 10 64 n minim: n kSONF ENINi FRAM 1X F FRAME ANCHORING Masonry 1 X buck construction rs may be adjusted to maintain the min. AX. ON CENTER" must be adjusted to tar joints, additional concrete anchors V CENTER" dimension are not exceeded. MIN::CLEARANCE`. MIN::CLEARANCE TO MA:SONRY::::; :;::TO.A'DJACENT,`% EDGE HINGE JAMB to Ui CV LATCH & DEADBOLT DETAIL DETAIL I Attach surface bolt strike plate to frame as shown (Outswing) INSWING OUTSWING INSWING DETAIL Aftac strike ; as sh, rrvvv t•f I 1/4 IIVICr%%_LrI Jrn%,Ln JIEEL WOOD 25 SILICONE CAULK SILICONE ETE SCREW STEEL 26 PLASTIC LIP LITE FRAME PVC PVC ICRETE CONFORMING TO ACI ORMING TO ASTM C90 CONCRETE 27 LATCH STRIKE PLATE STEEL 28 DEADBOLT PLATE STEEL REW STEEL 29 8-10 X 1-1/2" PLASCREW STEEL E SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD E SCREW STEEL 32 DOOR BOTTOM SWEEP PVC STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. 1.15" MIN. EMBEDMENT STEEL 39 HIGH WATER DAM THRESHOLD ALUM. STEEL 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS E SCREW STEEL 41 DOOR SKIN; .125" MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS HEATHER -STRIP FOAM VEATHER-STRIP FOAM 42 TOP RAIL COMP. STEEL 43 LATCH STILE WOOD STEEL 44 HINGE STILE WOOD IGER JOINTED PINE WOOD 45 BOTTOM RAIL COMP. STEEL 46 POLYURETHANE FOAM (1.9 Ibs. DENSITY) POLYURETHANE IL STEEL 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS PVC 51 SIDELITE TOP 8, BOTTOM RAIL COMP. PVC 52 SIDELITE STILE WOOD ATURE SERIES STEEL 60 1 /2" SURFACE BOLT SPACER STEEL STEEL 61 IVES SURFACE BOLT #454 8.0" L. X .25" THK. STEEL STEEL 2 WOOD 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL WOOD 63 SURFACE BOLT STRIKE PLATE STEEL E SERIES (780) STEEL 64 10 X 2-1 /2" PFH SCREW STEEL PE 65 3/16" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 66 3/16" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 1 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL N I 2.59" — 1.68" --{ Qj16 OUTSINING SIDELITE Spacer 2.14" 1.69" --j S_umP FACE THRESH 5.75' R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Autliorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Double Door Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.9 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using sill item #39 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.9 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 2. Drawing No. No. FL 15036.9 3. Calculations Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 4. Quality Assurance e j• A Certificate of Participation issued by National Accreditation and a ,. , . l; •. o Management Institute, certifying that Therma Tru Corporation is y I` o , manufacturing products within a quality assurance program that complies; } with ISO/IEC 17020 and Guide 53. _ ST %-i OF LyndonFL PE Notl43409 10/16/2017 Sheet 1 of 1 !r,s '.-r.'•°'' c9cs B Fua a6`°° o Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by VVVKJ 74.5' MAX. OVERALL FRAME WIDTH ssic-Craft ERGLASS DOUBLE DOOR INSWING / OUTSWING NON -IMPACT" and is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). ind spaced as shown on details. Anchor embedment to base material icco. ict is required to be protected with an impact resistant covering that BC. HVHZ" requiring wind bome debris protection this product is required to ant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. nchoring of these units shall be the some as that shown for 2x buck ie details of this drawing require further engineering analysis by a hitect. istal sill item #39 under active doors meet water infiltration requirements ig configurations using sill items #31 & #33 under the active door do not nents for the "HVHZ'. Inswing units shall be installed (in the "HVHZ") only in le locations protected by an overhang or canopy such that the angle verhang to sill is less than 45 degrees. TABLE OF CONTENTS general notes Is I 00ZZ H H z O w x w i w aWILW J U_ J JJ Y Q W WW O o a a 1 0 1 00 DESIGNPRESSURE: (PSF WITHOUT::SURFACE::,.;:.::``:::;W, FRAME:::; ;; ; .::::::;:.:: :.,.:..................:.....:.:..... .:.::... n r rnir-.. ./rr+•rnir - r clrl EXTERIOR 40 LrJ EXTERIOR 4.11" rLj- 2 42 TOP RAIL 43 LATCH STILE 1.49" NY 1.48" OAK (SG >= 0.67) = :.0 K o.ts' INTERIOR EXTERIOR 4 A 4 A 4 INTERIOR EXTERIOR L CAICKIVK r4_' VERTICAL CROSS SECTION 4, Inswing configuration see general notes, sheet t for "HVHT' Water infiltration requirements E a o a a a ° A 64 63 40 Los "F I INTERIOR EXTERIOR Q VERTICAL CROSS SECTION v Shown w/lX sub -buck EXTERIOR 1 D o p o D O A D D MASONRY OPENING 2X BUC comers may be adjusted to maintain the min. BUCK ANCHORING I as "MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors IAX. ON CENTER" dimension are not exceeded. MIN: C.LEARANCE:: :,MIN.'. CLEARANCE Y--'-:.:.:.:-:.:.TO.ADJACENT DMENT: EDGE: ANCHOR 2" 4" II ( ( SEE DETAIL l „1„ iEAD MBS ASTRAGAL SHOWN FOR REFERENCE Q ONLY _ O F TYP. FAIL — 2„ SILL I FRAME ANCHORING sonny 2X buck construction for DP <= 48 PSF ASTRAGAL STRIKE JAMB e comers may be adjusted to maintain the min. d as "MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors MAX. ON CENTER" dimension are not exceeded. MIN:::CLEARANCE:,:. `MIN.,.CLEARAN. TO'MA`SONRY:: `TO ADJACENT 1/4" nn 411 MASONRY TYP. HEAD OPENING JAMBS FRAME 2X BUCK SEE DETAIL - 11 7. DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) F SEE DETAIL 1111 - ASTRAGAL SHOWN FOR REFERENCE X ONLY _ < C4 O F TYP. SILL — FRAME ANCHORING Masonry 2X buck construction for DP > 48 PSF and DP <= 6OPSF U 64 DETAIL 1 Attach astragal/surface bolt strike plates to frame as shown (Inswing) 64 e l\ 2 N 1 4 Iq N Iq 41) J HINGE JAMB K 10 HINGE D1 6' SEE DETAIL iEAD MBS ASTRAGAL SHOWN FOR REFERENCE ONLY U O FAIL TYP. 2" SILL FRAME ANCHORING sonny I X buck construction or DP <= 48 PSF ASTRAGAL STRIKE JAMB ie comers may be adjusted to maintain the min. d as "MAX. ON CENTER" must be adjusted to s to mortar joints, additional concrete anchors MAX. ON CENTER" dimension are not exceeded. MININ C LEARANCE --M . IN CLEARANCE TO --:-TO-:MA'S0NRY':.'...' ADJACENT.- EDGE-.:--:.-..:- ANCHOR 1 /4' 2„ 4" 2) MASONRY7 TYP. HEAD OPENING JAMBS FRAME IX BUCK, DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) 63 65 66 zo SEE DETAIL ASTRAGAL SHOWN FOR REFERENCE ONLY C-4 F SEE DETAIL I Tr. 2" SILL FRAME ANCHORING Masonry I X buck construction for DID > 48 PSF and DP <= 60PSF DETAIL I Attach astragal/surface bolt strike plate to frame as shown (Inswing) 64 Lq LOCN HINGE JAMB 8" 18.39' 95.25' 20.0' 18.5' 14.W' 13) TYP. TYP. 3.25' SEE NOTE 1( 3 4 ii 0.06. o CV l __"- 0.13, ASTRAGAL DETAIL TYP. 13 4.5" 3.25' 7' 0.75' THP()W AT THE T(1P AN(1 vvuuu WOOD ONCRETE SCREW STEEL RETE CONFORMING TO ACI RMING TO ASTM C90 CONCRETE Eye STEEL E SCREW STEEL SCREW STEEL SCREW STEEL SCREW STEEL STEEL 1.15" MIN. EMBEDMENT STEEL ALUM. STEEL STEEL Z ALUM. IEATHER-STRIP FOAM FATHER -STRIP FOAM STEEL HINGE TO FRAME) STEEL STEEL VURE SERIES STEEL WOOD WOOD SERIES 780 STEEL STEEL STEEL OFILE ALUM. / WOOD PVC LE THRESHOLD ALUM.COMP. ALUM. OR PANEL DETAIL SHEET FOR DETAILS RGLASS BY THERMA-TRU 6,000 PSI FIBERGLASS COMP. WOOD WOOD COMP. DENSITY) POLYURETHANE STEEL X .25" THK. STEEL STEEL 4LE END X 1-3/4" L. STEEL STEEL 4.00 En CV 0 i 2.36' --I 19 20 HEAD & SID E8E Jamb M 2.20" 4.63" 0 31 BUMP FACE THRESHOLD LOW PROFILE 5.75' l L" SELF ADJUSTING SADDLE THREHOLD 33 r L to 0 T R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Double Door w/ Sidelites Doors Assemblies Edgerton, erton OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.10 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.10 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C TEL 01460339-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared bV Signed & Sealed by No. FL 15036.10 RW Building Consultants, Inc. (CA #9813) %tbbab ,6Yso Lyndon F. Schmidt, P.E. 3. Calculations Prepared by ove • 1 /r iIV/) L tPSigned & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) ego°o '.•' C f :' 3 :• p4sv_yndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. No 41409 4. Quality Assurance "f Certificate of Participation issued by National Accreditation and Managemer, :t Institute, certifying that Therma Tru Corporation is manufacturing products -0 within a quality assurance program that complies with ISO/IEC 17020 and S f i,t_ QF - Lyndon F. Schmidt, P.E. O •. J a FL PE No. 43409 Guide 53. % .a'• Al 10/16/2017 1 Sheet1of VVI%v sic -Craft. SS DOUBLE DOOR W/ SIDELITES NSWING / OUTSWING NON -IMPACT id is in compliance with the 6th Edition (2017) Florida Building Code ing the "High Velocity Hurricane Zone" (HVHZ). id spaced as shown on details. Anchor embedment to base material Xo. t'is required to be protected with an impact resistant covering that 1C. HVHT' requiring wind bome debris protection this product is required to int covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. choring of these units shall be the same as that shown for 2x buck details of this drawing require further engineering analysis by a iitect. tal sill item #39 under active doors and all sills used under sidelites meet VHZ". 3 configurations using sill items #31 & #33 under the active door do not ents for the "HVHZ". Inswing units shall be installed (in the "HVHT') only in locations protected by an overhang or canopy such that the angle erhang to sill is less than 45 degrees. TABLE OF CONTENTS r3npressures & general notes Glazing detail 105.5' MAX. OVERALL FRAME WIDTH Zz z= o w W w w Q U_ W J U_ J JJ W WW 0 Q X iQi o y a o a rX 19-1 O WITHOUT: SWIN.G ;: :'FRAME; DIMENSION. .: D /1 C Ir11'/C:::::: i DESIGN:;PRESSURE.'(PSF), SURFACE' .:::.:: : ..: :..:.;:: ;.WITH SURF 11 tAltKlUK w 44 4.11 rLL- D2 1.49" 39' co En 0.67) Clt ltnTTe)M PAU EXTERIOR INTEF d 5" GLASS BITE 23 EXTERIOR 25 INTERIOR 25 iG >= 0.42) frame screws) is 24 29 GLAZING DETAIL 5 insulated glass w/ smc lite frame 5'GLASS BITE 1/2" MIN. 26 GLASS THK. 25 EXTERIOR TEMPERED GLASS AIR SPACE 1 /8" TEMPERED INTERIORGLASS 25 22' 25 24 18 G GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1 /2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS EXTERIOR INTERIOR EXTERIOR 0.15, C'SINK TYP.) RIZONTAL CROSS SECTION iwing shown - inswing approved rs nb od tical 31 ", INTERIOR MOOI A/) OTE 1 INTERIOR EXTERIOR 5 HORIZONTAL CROSS SECTION 4 Shown w/1 X sub -buck 0.15" 20 C'SINK TYP.) 8 7 GYTGQinR 40 INTERIOR 1 p `' 12 C a v v Z INTERIOR L EXTERIOR K4-' VERTICAL CROSS SECTION Inswing configuration see general notes, sheet 1 for "HVHT' Water infiltration requirements INTERIOR LA I CICI%JIC 2 VERTICAL CROSS SECTION 5 Shown w/1 X sub -buck 60 61 Z d L0 -.-;L w MMI M rnzCL oCnV SEE NOTE 1 EXTERIOR ERTICAL CROSS SECTION utswing shown - inswing ilso approved EXTERIOR EXTERIOR SEE NOTE 1 a z 16 i w E p p D . p p D J _ Z o A C a u INTERIOR 50 p p D D o p p D D p ' p D p ^ D , D 5 VERTICAL CROSS SECTION Outswing configuration 39 E 11 50 M 19 SEE NOTE 1 INTERIOR EXTERIOR f' VERTICAL CROSS SECTION Shown w/1X sub -buck NOTE: 1. Anchors ass'y thru sill at 4" in from ea( INTERIOR EXTERIOR ASTRAGAL AND MULLIONS SHOWN FOR _ REFERENCE ONLY BUCK ANCHORING MASONR OPENING FRAh i z 2X BI comers may be adjusted to maintain the min. J as 'MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors 4AX. ON CENTER" dimension are not exceeded. 1/4" 2" 4" 1/4" 1" 4" ASTRAGAL STRIKE JAMB SEE DETAIL Y TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE IE M TYP. ONLY Q i ICK N F TYP. SILL I SEE DETAIL DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) FRAME ANCHORING Masonry 2X buck construction DETAIL 1 Attach astragal/surface bolt strike plates to frame as shown (Inswing) LATCH & DEADBOLT DETAIL co1O LOCN Lo tri Eq N J HINGE JAMB Z HINGE Di SEE DETAIL TYP. HEAD JAMBS ASTRAGAL SHOWN FOR M TYP. REFERENCE ONLY N F TYP. SILL SEE DETAIL FRAME ANCHORING Masonry I X buck construcfion s may be adjusted to maintain the min. X ON CENTER" must be adjusted to arjoints, additional concrete anchors I CENTER" dimension are not exceeded. MIN"' MIN-.` ClEARANCE CLEARANCE. TO:MASONRY:".,.,.,., TOADJACENU- MASONRY::::::, .. .. .. .. .... . EDGE:--. -.ANCHOR::,.: L I I- IL rkingHIM HINGE JAMB LATCH & DEADBOLT i HINGE DETAIL G ) (67 63 95.25' 1.89' 18.39' 20.63" 18.5' i 014.38" 13 )TYP. TYP. 3.25' r"n 1.91, --I SEE NOTE 1 3 CN Lo ,— 0.1Y ASTRAGAL DETAIL TYP. 13Its 9 0 4.5' 3.25" 7' 0.75' THROW AT THE TOP AND WOOD 22 1 /8 THK. CELLULAR GLAZING TAPE WOOD 23 PLASTIC LIP LITE FRAME (SMC) PVC JCRETE SCREW STEEL 24 1 /4" INTERCEPT SPACER STEEL ONCRETE CONFORMING TO ACI NFORMING TO ASTM C90 CONCRETE 25 SILICONE CAULK SILICONE 26 PLASTIC LIP LITE FRAME PVC PVC SCREW STEEL 27 LATCH STRIKE PLATE STEEL 7,RETE SCREW STEEL 28 DEADBOLT PLATE STEEL RETE SCREW STEEL 29 K40 X 1.79" PT THREAD MAJOR DIA. 4.OMM SCREW STEEL RETE SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD EW 1.15" MIN. EMBEDMENT STEEL 32 DOOR BOTTOM SWEEP PVC STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. RETE SCREW STEEL 39 HIGH WATER DAM THRESHOLD ALUM. ALUM. 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS STEEL 41 DOOR SKIN; .125" MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS STEEL JNER ALUM. 42 TOP RAIL COMP. N WEATHER-STRIP FOAM 43 LATCH STILE WOOD N WEATHER-STRIP FOAM 44 HINGE STILE WOOD STEEL 45 BOTTOM RAIL COMP. W STEEL 46 POLYURETHANE FOAM (1.9 Ibs. DENSITY) POLYURETHANE FINGER JOINTED PINE WOOD 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS REW STEEL 51 SIDELITE TOP & BOTTOM RAIL COMP. STEEL 52 SIDELITE STILE WOOD NAIL STEEL 60 1 /2" SURFACE BOLT SPACER STEEL PVC 61 IVES SURFACE BOLT #454 8.0" L. X .25" THK. STEEL STEEL PVC 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL IGNATURE SERIES STEEL 63 SURFACE BOLT STRIKE PLATE STEEL STEEL 64 10 X 2-1 /2" PFH SCREW STEEL 0.42 WOOD 65 3/16' X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 2 WOOD 66 3/16" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL i N 36" I E 2.59" 1. 68C14t744, n 2.1 T --{ 16 OUTSWING SIDEUTE Spacer 2.14" 1.69" 3 BUMP FACE THRESHOLD LOW P 2.15' r--1.68" LETO1 _ 1 /2/2n 18 Florida Building Code Online 11MBRI'"s 8t Professional Regulation BCIS 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 Links I Sear. Florida p j ciia Product Approval USER:Public User Product Aoproval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer O Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 113 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWidku3BmvbCOTFy%2fAGnRwpRXRfEB7u42Zdg%3d°/a3d Year 2008 1/3 1 /2/2018 Date Approved Florida Building Code Online 10/10/2017 r https://www FL # Model, Number or Name Description 1 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.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 PRESSURE FL15332 R4 AE 510807D.odf RATINGS _ _ _ — — — — _ _ _ — — CreatedbvindeaendentlhiridPaily: Yes 420 ALUMINU Limits of Used_ Installation InstructionsL— Approved for use in HVHZ: No 1`1-15332 R4 II 08-00498E.pdfl lApproved for use outside HVHZ: Yes (Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yi Design Pressure: N/A `Evaluation Reports — Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE_ IFL15332 R4 AE 510805D.Ddf) REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.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 PRESSURE FL15332 R4 AE 512968C.Ddf 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" REINFORCED Limits oU Approved for use in HVHZ:NoL Installation Instructions IFL15332 R4 II 08-02249C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 i. Impact Resistant: No Created by Independent Third Party: Yes DesignPressure: N/A Evaluation Reports) IFL15332Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE R4 AE 512969C.DdfI RATINGS Created by Independent Third Party: Yes c REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02250C.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 PRESSURE FL15332 R4 AE 512970C.Ddf RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96",, SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E.odf Approved for use outside'HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE FL15332 R4 AE 510806D.Ddf RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00501E.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 PRESSURE FL15332 R4 AE 510808D.Ddf 15332.8 SE EIR5430,/440 ALUMINUM SGD 0 440 ALUMINUM SGD XXX 143"x80" NON - SERI Limits of e d d d d a a 1 /5/2018 Approved for use in HVHZ: No FL15332 R4 II 08-00502E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE FL15332 R4 AE 510809D.Ddf RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED I SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00503E.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 PRESSURE FL15332 R4 AE 510810D.pdf RATINGS Created by Independent Third Party: Yes 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 sen electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wis 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 licen: under Chapter 455, F.S., please click here_. Product Approval Accepts: 10-79R R~` Credit Card Safe https:HfloridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIdku3BmvbCOTFy%2fAGnRwpRXRfEB7u42Zdg%3d°/a3d 3/3 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. 1X 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. FRAME MATERIAL: EXTRUDED ALUMINUM.6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09. WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4` MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 1BGA 33KSI OR ALUMINUM 6063-T5 .048` THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX, XP, PX. XIP. PIX. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS RLV6Ka5 DEsCF0nVN DATE APVRacO ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L. SIGNED: 0612012017 MI S LLCDKET650DWEMARKETSSTOREETRS S1ll, to EGRATZ, PA 17030 J• G N SF9,P D 6251SERIES420SGD 96` X 80' NON -REINFORCED y 9 NOTES pO;TAT OF ,* P' F O 0 RIOQ: • '' ii SS ryA;`rct G 0RA1rrc; o.rc No. REV OS—OOr498 E Luis R. Lomas P.E. FL No.: 62514 wLt aftNTS 02/23/09 1 OF 10 L ROBER70 LOIAAS P.E. 74= WOODFORD RD LEWISVILLE. NC 27023 4.W-586L6D9 r0onusQ6Urravpmm I FT HE 6. MAX 95- MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REOUiRED W r O.C. r 6" MAX 17" MAX O.C. l0' I O X LAX AGE IGHT 6' MAX SERIES 420 SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE SEECHARTS 01 AND 02 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48 7?-x 79• Z MAXIMUM D.LO.: 44 W x 74 S1r 6" MAX HARDWARE SCHEDULE 1 ) FLAT MOUNTED HANDLE SET (PART a994)4-145) LOCATED 38 314. ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (PART 499.17.195) AT EACH END OF PANEL BOTTOM RAILS RL%IS& 5 0E517LP11ON DATE APPROVID ADDEO CRARTS 03/05/12 R.L REVISED PER NEW TESTING 10/29/13 R.L ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L. CHARTv WHERE WATER INFILTRATION RESISTANCE IS REOUIRED. SEE NOTE 9 SHEET I Design pressure Chart (pso FrNune Single Panel and Total Puerto Width (in) HOlght in) 30.0 3&0 420 1 48.0 60.00 7200 84.00 96.00 PCs Nap pas Nag Pas Nog Pos Noy 0.0 40.0 55.1 40.0 482 40.0 1 43.4 1 40.0 40.0 CHART s2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SHEET I Design pressure Chan (pso Fmm Shp Panel and Total Fre7ro Width (in) Fbight 1h) 30.0 1 36 0 420 4A0 60.00 1 7200 54.00 1 96.00 Pas I Nep I Pas I Neg I pas I Neu I Pas I Nog 80.0 55.1 55.1 482 48.2 43.4 43.4 40.0 40.0 CHART 03 Number or anchor Jol:a dons required F701r6 SUVIO Panel and Total Frans Width (in) 30.0 36.0 420 4A0 Ele) H&S 60.0 720 84.0 46.0 Jamb H65 Jamb H6SJamb H&S Jamb80.0 5 5 5 6 r5 6 1 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD 96" X 80" NON -REINFORCED ELEVATION F.A.08-00498 WALE NTS I o'er 02/23/09 s"M2 OF 10 L ADBEATO LOMA.S P.E. 1432 WOODFORD RD LEWISVIL E, NC 27= 434-6ae-0609 rmrn7yy trbmup..o7m SIGNED: 0612012017 J01R111! lOi, iiC, cEE N q S TAT E' OF zz 1,1111ONA11!> `` Luis R. Lomas P.E. FL No.: 62514 f ti FR HE 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART g4 FOR NUMBER OF LOCATIONS REQUIRED 17' 6 MAX —{ OMAX F.C. 6- MAX 6- MAX 17' MAXTO.C. kx r — WE GHT O X a CHART N Humber of 4ntlror to" dons rpulr4d F(wo PWWI aW Taal UU Wdlh (In) H-vu 3a0 3S0 1 420 1 4t0 Sao 720 N.D 0 H45 is" H4S J4mD H&S Jamb AILS J mD t0.0 s 5 5 5 6 s E 5 SERIES 420 SGD EXTERIOR vlEw 2) ANCHORS PER LOCATION AT SILL DESIGN PRESSURE RA77NG IMPACT RATING SEE CHART 84 FOR NUMBER OF f40.OPSF NONE LOCATIONS REQUIRED SEE CHARTS M1 AND r2 SHEET 2 FOR OTHER UNITS RATINGS NOTES: I. MAXIMUM PANEL SIZE: 48 12' x 7r 2 MAXIMUM D.L.O.: 44 W x 74 W HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (PART #99-04.145) LOCATED 38 3/4.ON CENTER FROM PANEL BOTTOM METALLIC TAN OEM ROLLERS (PART 999.17-195) AT EACH END OF PANEL BOTTOM RAILS F.A. ScAu NTS REVGONS DESpLPnOM DATE' APPROVED ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FLANCE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED NSTALLATION DETAILS 06/20/17 R.L. SIGNED: 0612012017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 luuurnl, J S It. to111 v•(,ENS 9fi SERIES 420 SGD 96" X NON—REINFORCEDFINAAiFINELEVATION-p 0 RLOP • or+c r+o. 08—s00438 E Sr0NA110NG\ DATE 02/23/09 OF 10 Luis R. Lomos P. . L- ROSERTO LOMAS P.E. 1432 WOODFORD RO LEWISVILLE. NC 27027 434-M-060 ,0omsablo. p om FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2- MIN. EDGE DISTANCE 1 3/8• MIN. EMBEDMENT 1/4- M. SHIM SPACE EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8• MIN. EMBEDMENT T"- 1/2" MIN. EDGE DISTANCE E SET IN APPROVED SEALANT MIN. MENT MIN. CVYC wSIANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4- MAX. SHIM SPACE RLVSKM DESCRFrIGN DATE APPROVED ADDED CKARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FLANGE AND AN INSTALLATIONS 12/06/13 R.L REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L. ' INTERIOR k-- EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SUCK /NSTAUATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD 96" X 80" NON —REINFORCED FRAME INSTALLATION DETAILS DRAWN: NO. F.A. DWs 08-00498 SCALE NTS I DAIE 02/23/09 s'W 4 OF 10 L ROBERTO LOWS P.E. 14-V WOODFORD RD LEWISYILLE. NC JD?7 3 aasocos n®NmusPram SIGNED: 0612012017 S R1E NI0 9 o„61Z51 ••+t= STTAAT++EEE OF — rvLu` E DNA } III II w0kl G\ Luis R. Lomas P.E. FL No.: 62514 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE 1 /4' MAX. SHIM SPACE SMS OR DRILLING N 4 ILL TO BE SET IN I BED OF IPPROvEO SEALANT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 T 1/2' Mlt EDGE DISTA I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REV OEScr&,noN DATE I APPRovm A ADDED CHARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/29/13 R.L. C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.E. D REVISED INSTALLATION DETAILS 07/30/15 R.L. E REVISED INSTALLATION DETAILS O6/20/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SCD 96' X 80" NON —REINFORCED FRAME INSTALLATION DETAILS OPAWN. OWc NO. F.A. 08-00498 souE NTS — 02/23/09 —5 OF 10 L ROBERTO LOMAS P.E. 14" WOODFORD RD LEWISVILLE. NC 270A 434-6E0-OW9 ,uomusoft.29p,,.cpm SIGNED: 06/20&017 v, •vO E N,?' p 4T((AAT++FFE OF : O . 0RIDV; s/ONA `1E`\ Luis R. Lomas P.E. FL No.: 62514 RrVISONS 1 1/2" MIN 1" MIN. REV DESOFtomOR DATE m"O"m SEPARATION EDGE DISTANCE A ADDED CNARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/29/13 R.L. C ADDED FLANGE AND nN INSTALLATIONS 12/06/13 R. 1/4" MIN. D REVISED INSTALLATION DETAILS 07 15 R.L30EMBEDMENT / / CONCRETE/ a EMBEDMENT E REVISED INSTALLATION DETAILS 06/20/17 R.L. BY OTHERS 1 4 SHIM " MAX. SPACE OPTIONAL _ 1— 1 /4 MAX. IX BUCK---...111 rTOBEI - c' I SHIM SPACE PROPERLY MIN. INTERIORSECUREDEDGE SEE NOTE 3 DISTANCE SHEET I 3/16" TAPCON 3IN v EXTERIOR INTERIOR SEPARATION I } SILL TO BE SET IN a A BED OF APPROVED SEALANT 3/16- TAPCON 3/16- TAPCON EXTERIOR CONCRETE/MASONRY BY OTHERS MASONRY/ OPTIONAL I X BUCK JAMB INSTALLATION DETAIL CONCRETE TO BE PROPERLY CONCRETEIMASONRY INS TALLA TIONBYOTHERS SECURED SEE NOTE 3 SHEET 1 e, 1 1/4" MIN. NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. e" EMBEDMENT NOT SHOWN FOR CLARITY. e • • e 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2T 12 LSIGNED: 0612012017 z 7/s" MIN L: 1- MIN. MI WINDOWS AND DOORS LLC 111IIll/rrSEPARATIONEDGEDISTANCE 650 WEST MARKET STREET `,S it. LO VERTICAL CROSS SECTION GRATZ. PA 17030 E NSF CONCRETEIMASONRY INSTALLA TION SERIES 420 SGD +` *- 0 5 Tt = 96" X 80" NON —REINFORCED ;{( crFRAMEINSTALLATIONDETAILSTATOF oaAwW Dkt no. ao/ i'<L`'CORlO• ' Fo rE 08-000498 E JisS ONALIE G\. NTS 02/23/09 6 OF 10 L ROBERTO LOMAS P.E. Luis R. Lomos P.E. 1+,l2 WOODFORD RD LEWISVILLE ArC 2, s R. L 62516474fi80.OW l90R 256K40 v. mm WOOD FRAMING OR 2X BUCK BY OTHERS y10 WOOD SCREW OD FRAMING OR 2X BUCK BY OTHERS 1/2• MIN. EDGE DISTANCE 1 3/8• MIN. JI EMBEDMENT 1 /4" MAX. SHIM SPACE EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 110 WOOD SCREW 1 3/8" MIN. EMBEDMENT T- 1 /2" MIN. EDGE DISTANCE 10 WOOD J IINTERIOR SCREWS SILL TO BE SET IN A BED OF APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 1 /4" MAX. SHIM SPACE REWSIDMS DESCRan" DATE APPROVED ADDEO CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FIANCE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD 96" X 80" NON —REINFORCED FLANGE INSTALLATION DETAILS ORAtnv: owc ho. F.A. 08-00498 VAE NTS o`er 02/23/09 —ET7 OF 10 L ROSERTO La%tAS P.E. I-LV W OODFORD RD LEWSVILLE NC 27= x6ee momnprrlmusv,.cun SIGNED: 0612012017 V' E IV 9`P 0 51 p., TAiE OF O . <v G2\-Z 9iS10NA I/111111`1E\\ Luis R. Lomas P.E. FL No.: 62514 1/2• MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR Y DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4 MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR ILL TO BE SET IN L BED OF LPPROVED SEALANT 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH ASTM E2112 im 1/2- MIN. EDGE DISTANC 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 i. ,.... REV DEXRp110N DATE APPRO+CD A ADDEO CHARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/29/13 R.L. C ADDEO FLANGE AND FIN INSTALLATIONS 12/06/13 ILL D REVISED INSTALLATION DETAILS 07/30/15 R.L. E REVISED INSTALLATION DETAILS 06/20/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST.MARKET STREET GRATZ, PA 17030 SERIES 420 SGD 96" X 80' NON —REINFORCED FLANGE INSTALLATION DETAILS F.A. 108-00498 NTS — 02/23/09 —8 OF 10 L ROBERTO LOs1AS P.E. 1492 WOODFORO RO LEW7SVILLF_NC 2M7= 434-M-0609 r"usV&bn2ap. am SIGNED: 0612012017 IL/0'/''/ VGENSF9`P 0 A0 61 * = T OF 0,01VA 11EN`` LuI3 R. Lomas P.E. FL No.: 62514 REVISIONS 1 1/2" MIN 1' MIN, av °ESCf°°"O'" DATE APPROYM SEPARATION EDGE DISTANCE A ADDED CHARTS 03/05/12 R.L. 8 REVISED PER NEW TESTING 10/29/13 R.L. k5r 4 ' C ADDED FIANCE AND FIN INSTALLATIONS 12/06/13 ILL a• 1 1/4` MIN. EMBEDMENT D REVISED INSTALLATION DETAILS 07/30/15 R.L. CONCRETE/ I EMBEDMENT E REVISED INSTALLATION DETAILS 06/20/17 R.L MASONRY 1/4• MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK -r •. J 1/4 MAX' TO BE I F SHIM SPACE PROPERLY MIN. •' INTERIOR SECURED EDGESEENOTE3 • SHEET 1 DISTANCE 3/16` TAPCON II l I v EXTERIOR INTERIOR MIN dSEPARATION 3/16' TAPCON EXTERIOR SILL TO BE SET IN A BED OF CONCRETE/MASONRY 3/16" TAPCON APPROVED SEALANT BY OTHERS JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRY WSTALLATION TO BE PROPERLY MASONRY/ SECURED CONCRETE SEE NOTE 3 SHEET 1 BY OTHERS NOTES: 5 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1 1/4' MIN. DESIGNED INACCOADANCEWITHASTME2r12 EMBEDMENT SIGNED: 06aW017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET \ s R- L0 f i 2 7/8' MIN 1` MIN. GRATZ, PA 17030 ` •CEiq SEPARATION EDGE DISTANCE SERIES 420 SGD = *• vja 61 * =_ 96' X 80` NON -REINFORCED _,'po a_ VERTICAL CROSS SECTION FLANGE INSTALLATION DETAILS CONCAETE4AASONRY INSTALLATION 90•• AT O F • oRAwN: owc ho. alv i F <0 RIOT; • ''. suLe o rz 08-00498 E i SS ONA NTS 02/23/09 T9 OF 10 L ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1 721Y000FORDRDLEWISNLL& NC27W3 FL No.: 625144344w-0609 rYarlvti+>dbmap,r oom WOOD FRAMING BY OTHERS 8 WOOD SCREW 1 1/4" MIN. EMBEDMENT v I APPROVED SEALANT BEHIND FIN 7/16" MIN EDGE DISTANCE 1/4- MAX SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR2XSLICK INSTALLATION METAL STRUCTURE BY OTHERS APPROVED SEALANT TRIM BEHIND FlN 1 1/4' MIN. ge WOOD EMBEDMENT WOOD FRAMING SCREW BY OTHERS 7 INTERIOR 1/ 4" MAX HOOK STRIP - SHIM SPACE 7/ 16- MIN EDGE DISTANCE EXTERIOR INTERIOR 2X BUCK OR WOOD FRAMING BY OTHERS HHTRIMVERTICAL CROSS SECTION WOOD FRAMING OR ZX BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/ 2" MIN. EDGE DISTANCE REMS ONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L REVISED PER NEW TESTING 1D/29/13 R.L ADDED FLANGE AND FIN INSTALLATIDNS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L. 1 5/8- MIN. EDGE DIST. TRIM INTERIOR MASONRY/ CONCRETE BY OTHERS HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1/ 2- MIN. EDGE DISTANCE 1 3/8- MIN. INTERIOR EMBEDMENT HOOK STRIP 7 WOOD SCR SCREWPANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION 2X BU0VWOOD FRAMING 1 1/4" MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/ 16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE SIGNED: 0612012017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 111 LIIrCro N 5 , GRATZ, PA 17030 GENSF 9if+ 0g . x SERIES420SGD96" X 80" NON —REINFORCED C frr — FIN AND HOOK INSTALLATION DETAILS TAT OF -Z iO F °COR10t;• aurN: OrC No. REv 08— OOET490 E 11A110 G\\` fO1NLLuis R. Lomas P. , sr., c N7S DATA 02/23/09 OF 70 L ROBERTO LOMAS P.E. 1+ nw000FORDRDLEWISVILLE,NC_7023 134- m-0i,09Rrmas@trk m p*.c FL Na.: 62514 4 REVSKWS S REV DLSC WTI" DATE APPROVO) ANAADDEDFLANGE AND FW WSTALLATIO 12/10/ 13 R.L. NOTES: 9 REVISED INSTALLATION DETAILS 08/03/15 R.L 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH C REVISED INSTALLATION DETAILS 06/21/17 R.L. 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. 1X 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. S. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO a OVERHANG LENGTH/OVERHANG HEIGHT 10.FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH a TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL - LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN I SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF C-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). SIGNED: 06/21/2017 D. METAL STRUCTURE: STEEL 18GA• 33KSI OR ALUMINUM 6063—T5 .048" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX• XO. XX. XP, PX• XIP• PIX MI WINDOWS AND DOORS LLC 1 650 MPA K17030REET tttt111rYYY ZtiGRATZ. WEST yJ`\ F y s SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96 X 96' a„ 61 1t TABLE OF CONTENTS NOTES a1 , TAT OF 0.• SHEET NO. DESCRIPTION i MAW we REv 08-0022249 CV iF CORtOP•: NOTES NTS tO/30/13 1 OF 10 ONAl1 G`\ 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS L ROBERTO LO"AAS P.E. I432 WOODFORO RD LEWISVILLE RC27D21 Luis R. Lomas P.E. 49.1.6m-0609 ftwrLlS&pbrz;pywm FL No.: 62514 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6"MAX r I I r170C. 6" MAX 6" MAX T- 17" MAX O.0 96" 1- MAX FRAME HEIGHT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS Of AND r2 FOR OTHER UNITS RATINGS NOTES: I. MAXIMUM PANEL SIZE: 48 1/2• x 95' 2. MAXIMUMO.L.0.:445'8•x90578• HARDWARE SCHEDULE _ I FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314- ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99.17-195) AT EACH END OF PANEL BOTTOM RALS UMINU M 8063•T6 REONFORCEMENT (666) AT ALL PANEL INTERLOCKS CHARTv WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SFF NATO a CUr , t:EWS04 RLV DC.CRIPnON DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/t3 RL B REVISED INSTALLATION DETAILS 08/03/15 R.L - C REVISED INSTALLATION DETAILS 06/21/17 R.L Design pressuro chart (psq F'rplrp ShpI0 Rtrxtt W4 Total FrWM Wa01(h) 1 30.0 36.0 1 420 4A0 h) 60.00 6[00 96.00 Pas Nay Pos I Hoy POs Hop Pas Nop 34.0 40.0 1 584 40.0 50.9 40.0 45.7 40.0 420 E 40.0 55.2 40.0 48.0 400 43.0 39.4 39.4 920 40.0 52a 40.0 45A 400 ao.6 37.1 37.1 96.0 40.0 49.8 40.0 43.1 38.4 38.4 35.0 35.0 CHART 42 WHERE WATER INFIL IRA TION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHFFT 1 Design pressure chart (ps0 Franc H-WQN SatWa PWO my Total Freon W411t (h) 30.0 11 3&0 1 42.0 40.0 in) 60.00I 7200 I i<00 16.0 Pos Nay Poi Nap POs NO POs Nog 0 4 42.0 42.0 AAO 552 5.2 46.0 45.0 43.0 43.0 39A 394 920 524 52-4 45.a 454 40.6 406 37.1 37.I 940 49. 8 49.6 43.1 38 35.0 35.0.4 CHARTn NumDar OronChor/ oCotlonsroqulrod Frartn P191O Pirtot aro Tool Fraoo Wlmn ht) SOON30.0 36.0 s20 480 in) 60. 0 720 64,0 96.0 A.... His I iamb I HAS lamb HAS IJamb 61.0 4 6 5 6 6 6 8 6 AA.0 4 8 5 6 6 6 6 6 920 4 6 56 6 6 8 6 96.0 4 6 1 5 1 6 6 6 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" ELEVATION V• I 08-02249 SC'LE NTS DATE 10/30/13 sREET2 OF 10 L A08EATO LOMAS PE. 1432 WOOOFORD RO LEWISVILLE. NC 27023 134-68" 609 r0oa dfomarpa.cam SIGNED: 0612112017 X0 61E OF OF' F ORIOQ; • 2 js ONAi( G\ Luis R. Lomos P.E. FL No.: 62514 FF HE 6' MAX I 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART g4 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX O.C. —'I 6_ MAX 6' MAX 17" MAX O.C. 6" — AX aME CHT 6- MAX 2) ANCHORS PER LOCATION SERIES 420 SGO REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING fMPACTRATING REQUIRED t35.OPSF NONE SEE CHARTS #1 AND /2 SHEET 2 FOR OTHER UNITS RATINGS HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (9$44-145) AT 38 3m' ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS JMJNUM 6063-T6 REINFORCEMENT (6681 AT ALL PANEL INTERLOCKS REV I CC3CREPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISEO INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. NOTES: 1. MAXIMUM PANEL SIZE., 48 1/2' x 95' 2. MAXIMUM D.L.O.: 44 SB" x 90 5B' CHART M4 Numbor o/anchor IoeaUonzreaulrod Front' Strglo Panol"Toml Una WIGN (n) Hai8M h) 30.0 36.0 420 48.0 60.0 720 84.0 96.0 H/LS Jamb HIS Jamb HLS Jamb HLS Jamb 4.0 a 1 6 5 6 6 6 6 F 6 38.0 4 1 6 5 6 6 6 6 6 92.0 a 6 5 6 6 6 6 6 95.0 a 6 5 6 6 6 6 1 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION OR WN: rnvt NO. V.L. 08-02249 SCALE NTS 10""' 10/30/13 1 s"EET3 OF 10 L ROBERTO LOMAS P.E. 1432 WOODFORD RO LEMS VILLE, NC 27023 434-6w-0609 rJtoma Qlrlorrtsspr.Gorri SIGNED: 0612112017 E NSF 9s STAT SEOF ; Lu13 R. Lomas P.E. FL No.: 62514 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8' MIN. OR 2X BUCK EMBEQMEM BY OTHERS MAX. SHIM 10 WOOD SPACE SCREW Q10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCK INSTALLAnON NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT IIN. cwc vi TANCE 1 3/8' MIN. EMBEDMENT 1"__ 1/2' MIN. EDGE DISTANCE f10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS RCW4t + RN DESCWVTWN DATE APPROvm A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED WSTALLATION DETAILS 08/03/15 R.L. C REVISED WSTALLATION DETAILS 06/21/17 R.L 1 /4 MAX. SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATK7N MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FRAME INSTALLATION DETAILS DRWM Olt V.L 08-02249 SWLE NTS 11 1O/30/13 s"w4 OF 10 L ROBERTO LOWS P.E. 14= wOODFORD AD LEWISVRLF- NC vom y+•DeD9 abma n>mupv.Conr SIGNED: 06/21 /2017 s I111/ 0/i J• • • '1f i GENSFgJ+ TSE OF Z 0RIOlf' Luis R. Lomas P.E. FL No.: 62514 METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE r 1/4' MAX. 0 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 T 1/2' MII EDGE DISTI I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVMONS DESCRiPT " DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 0111111IIII/ 650 WEST MARKET STREET 5 R' EO.ii GRATZ. PA 17030 GEIV SERIES 420 SGD REINFORCED WITHOUT ADAPTER 051 * 9X 9 FRAME INSTALLATION LLATIOO NDETAILSa T , TA7OF ' DRAxM a " 0. OAF ORlO V.L wuc 08_ C A`1EN` NITSDATE 10/30/13 59 OF 10 L ROBERTO LO.MAS P.E. 14,7 W100DFORD RD LEMSV&LE. NC 2702 Luis R. Lomos P.E. 434-W, 0 0s f0am.5 &bff.Sp x& n FL No.: 62514 RFV15Wr6 1 1/2" MIN 1- MIN. REV DCSCRCPTpr DATE 'APPROVED SEPARATION EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L B REVISED INSTALLATION DETAILS 08/03/15 R.L. E a': C REVISED INSTALLATION DETAILS 06/21/17 R.L. A 1 1/4" MIN. a; • , EMBEDMENT 1 1/4" MIN, I CONCRETE/ EMBEDMENT MASONRY BY OTHERS 1/4- MAX. SHIM SPACE 1 OPTIONAL IX BUCK 1/4' MAX t' rSHIM SPACETOBEMIN, I INTERIOR PROPERLY EDGE SECURED DISTANCE SEE NOTE 3 SHEET 1 D3/16- TAPCON 3" MIN • , I SEPARATION EXTERIOR INTERIOR SILL TO BE SET IN A BED OF o ' APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16' TAPCON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL MASONRY/ OPTIONAL 1X BUCK CONCRETEWSONRY INSTALLA TION CONCRETE TO BE PROPERLY BY OTHERS SEE NOTE 3 SHEET 1 a — T NOTES: a 1 1/4" MIN. I. INTERIOR AND EXTERIOR FINISHES,BYOTHERS, n • ' EMBEDMENT NOT SHOWN FOR CLARITY,': a , 2PERIMETER AND JOINT SEALANT BY OTHERS TO BE Q..I Q: t:WIN DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 06/2112017 MI S AND LLC 2 7/ 8" MIN 1" MIN. 650DW ST MARKETSTREET SEPARATION EDGEDISTANCEGRATT, PA 17030 GENS VERTICAL CROSS SECTION SERIES 420 SGO REINFORCED WITHOUT 'ADAPTER D 51 CONCRETEatASONRYINSTALLATION 96" X 96" FRAME INSTALLATION DETAILS a p • TAT OF ORArN arc NO. REV OR01- i 08- 02 49 C sou t NTS 10/30/13 6 OF 10 L ROBERTO LOMA,S P E. Is.T2 WOODFORD RD LEWISVILLE NC 27= Luis R. Lomas P.E. 4344M-0609 reaiusgtlwL v com FL No.: 62514 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4' MAX, SHIM SPACE I10 WOOD SCREWS EXTERIOR LLf L f INTERIOR rO BE SET IN OF VEO SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. VENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. rNTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8' MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 110 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS 1/4' MAX. SHIM SPACE RLVMSONS DLSI7G n" DATE AN*0110 ADDED FLANGE AND FIN INSTALLATION 12/10/t3 R.L REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 111111rrr/I 5 R. LOtj GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1k• p ,51 ,t 96" X 96' FLANGE INSTALLATION DETAILS q TAT E OF \ GVtuL'o O . o< ORVD C i Ss, IONA`1 G\l scut NTS Guti 10/30/13 T79 OF 10 L.ROBERTOLONASPE. 1432 `vOODFORD RD LEWISVue F NC 27D Luis R. Lomas P.E. 434.6&4.009 'fi0ffkU49kb.3Vv,Cw. FL No.: 62514 1/2• MIN. EDGE j— DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTU E2112 1/4• MAX. SHIM SPACE I 10 SMS OR SELF DRILLING SCREW INTERIOR 1 TO BE SET IN BED OF PROVED SEALANT Im 1/2' MIN. EDGE DISTAN( 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS r DES rIOR DATE AN-RO A ADDED FIANCE AND FIN 10/ INSTALLATION 12/13 R.L.R. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L C REVISED LYSTALIATION DETAILS 06/21/17 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC II1111+r1// 650 WEST MARKET STREET GRATZ, PA 17030 5 R' L0 v .GEN.%9* -f SERIES 420 SGD REINFORCED WITHOUT ADAPTER Ar• 0,61 ,t= 96"X oFLANGEINSTALLATIONDETAILSMgt TAT OF auwre O . V.L. osc +a REV C 5,'OF • E•G?\ A/ O* 0NRAtI stNTSoAc10/30/13 —8 OF 10 II11111111 L ROBERTOLOMASP.E. WOOD11T." F-0RD RD LEMSVCLE. MC 27CZ! Luis R. Lomas P.E. 4344"4co9 rur nwusy..c« FL No.: 62514 1 1'/2" MIN. 1- MIN. RVISCA SEPARATION EDGE DISTANCE RLV OCSCRPipN p1 APPRavED A ADDED FLANGE AND FIN INSTAUATION 12/10/13 R.L. B REVISED INSTALLATION DEmLs 08/03/15 R.L. a 1 1/4" MIN. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 4 EMBEDMENT CONCRETE/ MASONRY a' •' — 1 1/4- MIN. EMBEDMENT BY OTHERS 1/4- MAX, OPTIONAL _ r SHIM SPACE 1X BUCK — • 1/4" MAX. TO BE I SHIM SPACEPROPERLY 1- .. •' a SECURED MIN •' INTERIORMIN. SEE NOTE 3 SHEET 1 EDGE DISTANCE 3/16` TAPCON 3" EXTERIOR INTERIOR MIN. SEPARATION ' a SILL TO BE SET IN a A BED OF 3/16` TAPCON ' 3/16" TAPCON APPROVED SEALANT EXTERIOR CONCRETE/MASONRY JAMB INSTALLATION DETAILBYOTHERS MASONRY/ CONCRETS ASONRYINSTALLA770N CONCRETE OPTIONAL 1X BUCK BY OTHERS TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 a' .. --F NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, A. 1 1 /4' MIN. NOT SHOWN FOR CLARITY. a•, .' EMBEDMENT 2. PERIME TER AND JOINT SEALANT BY OTHERS To BE a' .. DESIGNED IN ACCORDANCE MTN ASTM E2112 SIGNED: 0612112017 2 7/B" MIN. 1" MIN. MI WINDOWS AND DOORS LLC ttttlllrrll SEPARATION EDGE DISTANCE 650 WEST MARKET STREET 5 ;; . L 04f VERTICAL CROSS SECTION GRATZ. PA 17030 ` .-,,G E N S -1 CONCRET&MASONRYINSTALLATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z FLANGE INSTALLATION DETAILS P.• TAT OF DRAYet V.L. srvt NTS °`T 10/30/13 OB-y0 2$ 99 OF 10 C S/1o11 1 111?`\`\ L ROBERTO LONAS P.E. Luis R. Lomas P.E. l4n WOODFORD RD LEWVILLE. NC Z7022 4-+-wa-OW9 CM FL No.: 62514 WOOD FRAMING BY OTHERS 1 1/4' MIN. EMBEDMENT I APPROVED SEALANT BEHIND FIN 8 WOOD SCREW APPROVED SEALANT BEHIND FIN 98 WOOD SCREW 1/4 MAX SHIM SPACE 7/16 MIN EDGE DISTANCE 7/16' MIN +— EDGE DISTANCE II II EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR ZX BUCK INSTALLATION 1 1/4' MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1 /4' MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. INTERIOR TRIM RrVMONS DFSCFVWm A ADDED FLANGE AND FIN INSTALLATION 8 REVISED INSTALLATION DETAILS C REVISED INSTALLATION DETAILS 1 5/8' MIN, EDGE DISf. 0 TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP DATE APPROVO 12/10/13 R.L 08/03/15 R.L 06/21/17 R.L. 1 1/4' MIN. EMBEDMENT I 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR -1 1 HOOK STRIP INSTALLATION MASONAKICONCAETE 1/2' MIN. METAL STRUCTURE EDGE BY OTHERS DISTANCE ED TRIM INTERIOR 1 3/8' MIN. EMBEDMENT HOOK STRIP HOOK STRIP D WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK4V000 FRAMING NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 PANEL INTERLOCK 1 /2' MIN. GE DISTANCE 10 SELF DRILLING SCREW PANELEERIORL—J INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE SIGNED: 06/2112017 MI WINDOWS AND DOORS LLC 650 WEST 9`EN 0 9 GRATZ. MPAK17030REET SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 51 '. 96' x 96' NAILFIN Qc HOOK IMSTALLATION DETAILS TAT OF Drawl+ V.L. alv P* ` ZORIDt. scvE aTE OS-022a9 C TT/ONAj1\\\ NTS 10/30/13 sN[[r10 OF 10 L ROBERTO LOMAS P.E. 14-V WOODFORD RD LEWISVILLE AC 27Q'O LUIS R. LOTOS P.E. 4344W-aos .sprwr,so,.m, FL No.: 62514 REVISIONS OCSCRL-MM O rE waRov[o 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. 1X 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. FRAME MATERIAL EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS RFOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WRH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" THICK -MINIMUM 15. APPROVED CONFIGURATIONS: XDL. I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS A ADDED CHARTS 03/08/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 RL C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. SIGNED: 06/22/2017 MI WINDOWS AND DOORS LLC 650 WEST atARKET STREET AAAILLIIIrrr 5 P.. Lp fi 9s% GRATZ, PA 17030 GENSF 0,.61261 * = SERIES 430 SGD 143" x 80" NON REINFORCED oNOTES o p • TAT OF F 'c(ORIOt;• : DRAWN: Dwc No. aLv OSO2 E SrONAL1k\\\``\ LYIS R. Lomas P.E. FL No.: 62514 s<vE NTS 0"TE 02/23/09 1-1 OF 9 L ROBERTO LOADS P.E. 14R WOODFORD RD LEWISVKLE, JVC 27029 yJJ-M"09 dwnasV ft com 143' MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART S3 FOR NUMBER OF LOCATIONS REQUIRED 6- MAX -{ , 7 MAX (-- -( O.C.6' MAX I I I 6MAX L 17' MAX 80' O.C. MAX RAME L 6' MAX I X C X SERIES 430 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING s40. OPSF NONE SEE CHARTS aI AND,* FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48 1/2• N 79' MAXIMUM D.L 0.: 44 3!4• x 74 3%8' HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99.04-145) AT 38 314• FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (9947.195) AT EACH END OF PANEL BOTTOM RAILS REV DESCRIPTION DATE APPROVED A ADDEO CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. CHART, n WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psi Frar a Hef9ht n) Single Panel and Total Frame Width (in) 30. 0 36.0 42.0 1 47.7 90. 00 108.00 126.00 143.00 PCs I Nog Pos Nog Pos I Nog Pas Nog 80. 0 40.0 54.9 40.0 48.0 40.0 1 432 1 40.0 40.0 CHART/ 2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frame Haight Sn9le Panel and Total Frarne Width n) - 30. 0 1 36.0 1 42.0 47,7 n) 90. 00 1 108.00 1 126.00 1 143.00 Pos I Nog I Pos I Nog I Pos I Nog I Pos I Nag 80. 0 S4.9 54.9 48.0 48.0 1 43.2 1 43.2 40.0 40.0 CHART a9 Number of anchor loco tlons roqulrod Frame Haot h) Single Panel and Total Frame Width (in) 30. 0 36.0 1 420 47.7 90. 0 10&0 126.0 143.0 HES Jamb HdS Jamb HSS I Jamb H&S Jamb 0. 0 6 1 5 7 1 5 1 8 1 5 9 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430 SGD 143" x 80' NON REINFORCED ELEVATION F. A. 1 08-00502 E w" r NTS I BATE 02/23/09 -2 OF 9 L ROBERTO LOMAS P.E 1422 WOODFORD RD LEYNSVCLE NC 27= 4J1- 6?7-0609 rv0nw04bM=pr.00m SIGNED: 06/2212017 J`SL1- I f LION VGENS9 P 61261 TTArTrE OF Cl 0•OF-•? xt i///Sjs'ONA 110% G\ LuisR. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS g10 WOOD SCREW g10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN, EDGE DISTANCE MIN, EMBE MENT 1/4- MAX. SHIM SPACE EXTERIOR II II II II II 11 INTERIOR uwc uw „uwc VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8' MIN. EMBEDMENT 1 1/2' MIN. EDGE DISTANCE SET IN APPROVED 1/4' MAX. SHIM SPACE RLMSIONS DESCRDOON DATE APPROVED ADDED CHARTS 03/08/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.L. INTERIOR g 1 o WOOD EXTERIOR MIN. SCREW AENT WOOD FRAMING OR 2X BUCKOR INSTALLATION DETAIL BY OTHERS WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ• PA 17030 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DrC N0. F.A. 08-00502 seise NTS I DAr 02/23/09 —3 OF 9 L R08ERTO LOMAS P.E. 1432 WOODFORD RD LEWISVX LE, NC 27023 434a88409 r Mmvspv,cam SIGNED: 0612212017 ILIO cENs, 9s 0 51 *= cez 0 i, Fs; • R10P Get''\: 010NA11 a`\ Luis R. Lomas P.E. FL No.: 62514 1/2" MIN. METAL EDGE DISTANCE 1 STRUCTURE 1/4, MAX EY OTHERS SHIM SPACE 10 SMS OF SELF DRILLING SCREW METAL STRUCTURE BY OTHER: EXTERIOR 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED LN ACCORDANCE WITH ASTM E2112 10 SAPS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPROVED kLANT 1/4" MAX, I SHIM SPACE I 1/2" MIN. EDGE DISTANCE 910 SMS OR SELF DRILLING SCREWS M ETAL STRUCTURE BY OTHERS EXTERIOR REVISIONS DESCFJPT*N DATE APPROVED ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.L. INTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRANK: DNL: N0. F.A. 08-00502 sc4l NTS DATE 02/23/09 —4 OF 9 L ROSERTO LOA"S RE 1432 WOODFORD RD LEWISVILLE NC 27022 4.74f0-009 dbmas@&bmatw.com SIGNED: OW212017 RElvlo,, SF9`r 51* STATE OF : /ice s ONA 14E0G\ Luis R. Lomas P.E. FL No.: 62514 1 1/2" MIN. SEPARATIQN 1" MIN. EDGE DISTANCE a 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY L BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY 1 SECURED 1/4" MAX• SEE NOTE 3 SHIM SPACE SHEET 1 I 3/16" TAPCON EXTERIOR 1 1/4" MIN. EMBEDMENT MIN. EDGE v DISTANCE .' 3" MIN. SEPARATION ° • . ; 3/16" TAPCON SILL TO BE SET IN H A BED OF APPROVED SEALANT 3/16" TAPCON Hi n CONCRETE/MASONRYYOTHERS INTERIOR MASONRY/ CONCRETE 1 BY OTHERS MIN. EMBEDMENT e 2 7/8" MIN. I 1" MIN. SEPARATION T EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAL4SONRY INSTALLATION I 1/4" MAX. F SHIM SPACE EXTERIOR OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1tEVrSX)M5 DESCR LMON DATE APPROVCD ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.L. INTERIOR JAMB INSTALLATION DETAIL CONCRETbMASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 1 030 SERIES 430 SGO 143" x 80' NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. r 08- 00502 TS °'` TE 02/23/09 —5 OF9 L ROBERTO LOA"S V.E. 1A73 WOODFORD RD LENTSVILLE. NC 27= 494dm-"" a mus<9m.25pa.comu SIGNED: 0612212017 J\ 5 RIIILIo 251* s TTAAT rEOF crz sI0NA1. " IS, Luis R. Lomas P.E. FL No.: 62514 1/2• MIN. EDGE DISTANCE 1 3/8• MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 4ff- 1/4- MAX. H MS 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II I 11 11 11. 11 INTERIOR 1-1 — 1, VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SET IN APPROVED MIN. DENT 1 3/8• MIN. _ EMBEDMENT 1/2• MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4• MAX, F SHIM SPACE REV=NS REV DL' MPT10N G1E APPROVCD A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L E REVISED INSTALLATION DETAILS 06/22/17 R.L JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGD 143' x 80' NON REINFORCED FLANGE INSTALLATION DETAILS DRAl fh NO. D'MC F.A. 08-00502 V-'LE NTS °ATE 02/23/09 — 6 OF 9 L ROBERTO LOANS P.E. 14" WOODFORD AD LEWISVILLE. RC Z7= s.aee-ocoe rtbrtus®frlmuspu.ppm SIGNED: 0612212017 R 1 IL/0'1! VC+ENS••9if+ 51 7 ST/ATIr F 0, Op CL Luis R. Lomas P.E. FL No.: 62514 1 /2' MIN. METAL I EDGE DISTANCE r STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE 110 SMS OR SELF DRILLING SCREW EXTERIOR II II II II II II INTERIOR TO BE SET IN 3ED OF APPROVED LLANT 10 SAPS SELF DRILL SCI METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CURRY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2' MIN. EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /4' MAX. r SHIM SPACE RIN ocsmp loN DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L D REVSED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGD 143' x 80' NON REINFORCED FLANGE INSTALLATION DETAILS ORAVft OrnC NO. F.A.08-00502 Seat NTS I - E 02/23/09 5'M 7 OF 9 L ROBERTO LOMAS P.E. 14W WOODFO RD RD LE WISVILLE. NC non 421-03•0609 ieumasVYbmj.Vacom SIGNED: 0612212017 J\ 5 11 1I 1C 0 ' // i Zt STATE OFZ'-,2F` O . • LL. sS/ONA 11E, C\ Luis R. Lomas P.E. FL No.: 62514 1 1/2" MIN. CONCRETE/ SEPARATION MASONRY BY OTHERS 1" MIN. EDGE DISTANCE 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY T SECURED 1/4" MAXSEENOTE3SHIMSPACESHEET1 3/16- TAPCON EXTERIOR INTERIOR 1 1/4" MIN. EMBEDMENT MIN. EDGE 'o DISTANCE 1 3" MIN. SEPARATION ° •. 3/16" TAPCON 3/16- TAPCON LL TO SET IN I r SI ABEDLANTOFEAPPROvED - ' CONCRETE/MASONRY nTliLY,I II•Vu {Y, ' BY sl• CONCRETE By EMBEDMENT 2 7/8" MIN. 1 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY MISTAU ATION 1/4- MAX. SHIM SPACE 1 RCASIONS REV DES0111MON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/0S/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. INTERIOR EXTERIOR rj -'III[::: JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE(MASONR Y INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLIRITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0612212017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 1111IIIIr,,, 5 R.• Lp,i GRATZ. PA 17030 v •C E N S 9s. SERIES 430 SGD IT• 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DO,• $$TAT OF c•S;°<ORI p; DRAWN: oxc Mo. REV 08 E A/S/ON1110AL ` WALE NTS DATE 02/23/09 s"M82 OF 9 Luis R. Lomas P.E. L ROBERTO LONAS P.E. 1432 WOODFORD RD LEWSVILLE. NC 27023 A34486.0609 r8oma0kn7uspV.oam FL NO.: 62s14 1 5/8' MIN. EDGE DIST. TRIM c INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 4 1 1/4" MIN. EMBEDMENT I BUCK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR -"— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP METAL STRUCTURE - BY OTHERS TRIM -,, INTERIOR HOOK STRIP RN DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION OETALLs 06/22/17 R.L. 1/2" MIN. EDGE DISTANCE SELF DRILLINGSCRSCREW PANEL 1/2" MIN. EXTERIOR INTERLOCK EDGE DISTANCE NOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT 010 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKNVOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, 8Y OTHERS, NOT SHOWN FOR CLARITY. Z. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430 SGD 143" x 80" NON REINFORCED HOOK INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 s iuc NTS — 02/23/09 s m 9 OF 9 L ROBERTO LOMAS P.E. r432 W000FORD RD LEW1Sv4.LE. NC 27D23 434-638-MS Aort asoftmay. com SIGNED: 0612212017 51 R1 I li/0 p . STAT SEOF : t L".. 4 ` 0 R10P NA it`i\`\ Luis R. Lomas P.E. FL No.: 62514 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 IX 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 ORENGINEEROFRECORD.. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd- 1.6 WAS USED FOR WOOD ANCHORCALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS RFOUIRFD FOR THIS PRODUCT IN WIND BORNEDEBRISREGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DONOTREQUIREWATERINFILTRATIONRESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF. G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 .048' THICK MINIMUM TABLE OF CONTENTS SHEET N0. DESCRIPTION 1 I NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS RrVIISIONS DESCWPIWN DATE APPROVED ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTWG 10/15/13 R.L ADDED FIANCE INSTALLATIONS 12/06/13 R.L REVISED INSTALLATION DETAILS 08/05/I5 R.L REVISED INSTALLATION DETAILS 06/22/17 R.L SIGNED: 0612212017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET S R' L 0 CRATZ. PA 17030 C E rys- ilr• 0y j 51 * - SERIES 430/4.40 XIX SGD 143" x 96" REINFORCED NOTES p• TATE OF 4JDRAM. Oxt N0. F.A. 08-00503 REV E i ita3+' [OR%,D ii S ONA+a\\ Luis R. Lomas P.E. sc Lc NTS 0ATE 02/23/09 SNIT t OF 9 L ROSEATO COMASP.E. 14M WOODFORD RO LE JSVVAE. NC z7a u+-6884609 conus abmrsp FL No.: 62514 6' MAX - 1 6' MAX 17 MAX O.C. 96' MAX FRAME HEIGHT L 6' MAX 143' MAX FRAME WIDTH ANCHORS PER LOCATION C CHART B3 FOR ABER OF LOCATIONS UIRED 17' MAX 6' MAX O.G. F SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF NONE SEE CHARTS 01 AND 02 FOR OTHER UMTS RATINGS NOTES. 1. MAXIMUM PANEL SIZE. 48 I/Yx 95, 2. MAXIMUM D.L.O.: 44 314' x g0 w HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (99-04-145) AT 37 3/4' ON CENTER FROM PANEL BOTTOM METPLLIC TANOEMROLLERS (99-17.195)AT EACH END OF PANEL 80TTOM RAILS JMJNUM 6063-TS RE WFORC EMENT ISM) AT ALL PANEL INTERLOCKS JMWUM6063-TS REINFORCEMENT (4237) WTERLOCK ADAPTOR AT INTERIOR FACE OF OPERABLE PANEL INTERLOCK A I ADDED CHARTS 8 REVISED PER NEW TESTING C ADDED FLANGE INSTAuATIONS D REVISED INSTALLATION DETAILS CHART I1 E REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I Desgn pressuro chart (pso Fyn 5bWD P4naI and TORal Fraan Wptn (n) HCgnI JD.O 36.0 420 1 47.7 h) 90.00 f08.00 12&00 14100 PCs I Noy Paa I Nap PCs I Nog PCs I N4p 04.0 40.0 60.0 40.0 57.9 40.0 5Zo 40.0 48.0 8&0 40.0 60.0 40.0 54.6 0.0 4896.1 40.0 450 920 0.0 59.8 a0.0 51.7 40.0 4 40.0 423 9&0 40.0 1 56.e 1 40.0 1 48.0 0.0 43.7 40.0 400 CHART a2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SFF AIATF a SMCFT r Doslgn pressure Chart (psi) Frwm Sbv. ?and anC T0" Franc mdtn (n) Hoigta J0.0 1 3&0 420 1 47.7 in) 90.00 1 10L00 126.00 1 14100 PCs I Ne9 I PCs I Nog Pos Also Pos Nog 84.0 60.0 60.0 579 1 57.0 520 SZO 4&0 48.0 88.0 60.0 80.0 54.8 54J3 9 489 1 45.0 1 45.0 920 59.8 59.6 51.7 51.7 48.1 46.1 423 423 9Q0 5&8 1 55.8 1 490 1 490 43.7 43.7 4p0 d00 CHARTS'? Number of anchor Ion dons r40ulrod Frsnv S^Ov Pared mb Taml Frans VA= (in) HobN J0.0 1 3&0 420 1 47.7 In) 90.0 108.0 126.0 1 1410 AILS I JImD AILS I Jamb HLS Jamb I HLS I Jamb 84.0 0 1 6 7 8 b 6 9 6 a" 7 8 7 6 e 6 9 8 920 7 8 7 8 8 8 9 6 910 1 8 7 6 8 8 9 6 Ml WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/4.40 XIX SGD 143" x 96' REINFORCED ELEVATIONS F.A. 1 08-00503 ti4> NTS 02/23/09 1 S"CET2 OF 9 L ROBERTO LOa1AS P.E. 1432 WOOOFORD RO LEWLSVILLE NC 2702J 4.U-M-0609 r0xrysQDtrunasps cwn DATE APPROVED 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. 06/22/17 R.L. SIGNED: 0612212017 R 17L 0 v.'\GE1VS•9iP i Ar o 6251 •• * = TTAY OF ,k,` 0.e•, a E i Fss 0R10 aG?\: ONA ` L\``\ Luis R. Lomas P.E. FL No.: 62514 1/2- MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS I 1/4' MAX . j SHIM R10 WOOD . SPACE SCREW 10 WOOD SCREW OD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 II II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2/12 1 3/8' MIN. EMBEDMENT 1 1/2' MIN. EDGE DISTANCE 10 WOOD SCREW BE SET IN F APPROVED MIN. BENT WOOD FRAMING OR 2X BUCK BY OTHERS 1/4* MAX. I SHIM SPACE RLV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L D REVISED INSTALLATION DETAILS 08/05/15 R.L E REVISED INSTALLATION DETAILS 06/22/17 R.L JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612212017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET tulIIt11j1 LO j//iceGRATZ, PA 17030 v .pENs SERIES 430/440 XIX SGD 143'x 96" REINFORCED j510(/ FRAME INSTALLATION DETAI x TAT O/F O OR10P• DRAme Dr0 No. REV F.A. 08-00503 E i`rSji/j NAL1E ` sad NTS WE —302/23/09 OF 9 LYi3 R. Lomas P.E. L ROBERTO LOMA.S P.E. 1432 WOOOFORD RD LEW)SV 1 F NC 27W3 434- -owo ,mnusv&lww".e,,,, FL No.: 62514 METAL STRUCTURE BY OTHERS 10 SMS OR LF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2- MIN. EDGE DISTANCE 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 RLV1506 REV DESCRFnDN DATE . APPROVED A ADDED CHARTS 03/06/12 R.L. 1/4- MAX. 8 REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4. MAX. E REVISED INSTALLATION DETAILS 06/22/17 R.L. I SHIM SPACE I 0 1/2- MIN. _ AS OR EDGE DISTANCE INTERIOR BILLING T—_ O FOX IR 1 210 SMS OR SELF DRILLING SCREWS Fill TO BE SET IN 3ED OF APPROVED I LANT METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS DRANK; Owe NO. F.A. 1 08-00503 wuE NTS I DAtE 02/23/09 1 s"aT4 OF 9 L ROSERTO LOMA.S P.E. 14M WOODFORD RD LEWISVU& ABC 2 D_-n SIGNED: 06/2212017 GENrF •`r oPSI O, TATE OF" a, RDA oc.S Luis R. Lomas P.E. FL No.: 62514 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2' MIN. 1' MIN. SEPARATION I EDGE DISTANCE I 1 1/4' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE I I 3/ 16- . TAPCON EXTERIOR CrMrtAIIVI'1 VERTICAL CROSS SECTION CONCRETEiMASONRY INSTALLATION INTERIOR 1 1/4- MIN. 1/4' MAX. EMBEDMENT SHIM SPACE MIN. EDGE Q OISTAANCE INTERIOR 3' MIN. SEPARATION i 3/16' TAPCON SILL TO BE SET IN . a EXTERIOR A BED OF APPROVED SEALANT ! CONCRETE/MASONRY BY OTHERS r 1 1/4' MIN. EMBEDMENT 1' MIN. EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REIISOb RLY DCSCRP110N DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 RL. J JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 SIGNED: 0612WO17 MI WINDOWS AND DOORS LLC 011111L/1// 650 WEST MARKET STREET GRATZ, PA 17030 5 , .. , 0 9s GENSFSERIES 430/440 XIX SGD z *• p 51 143" x REINFORCED FRAME INSTALLATION DETAILS o p , TAT OF FS ' cl 0 RIOP; •G t' DRAW'7NO. RLv 08 E SIONAI.0 \\\\ ANTS °" 02/23/09 —ET OF 9 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 L11i3 R. Lomas P.F. U+- 6&44609 rewwakwwsy.-. FL NO.: 62514 ID FRAMING 2 2X BUCK BY OTHERS 010 WOOD SCREW EXTERIOR Q10 WOOD SCREW OD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/B' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE INTERIOR 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE 147TH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8' MIN. EMBEDMENT RLVtS*NS R[V DESCiEPTgN DATE APPROVED A ADDED CHARTS 03/00/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1 3/8' MIN. 1/4' I„IAX. E REVISED INSTALLATION DETAILS 06/22/17 R.L EMBEDMENT r SHIM SPACE T - I INTERIOR 1/2' MIN. EDGE DISTANCE k Fill I I_ jJ 10 WOOD SCREW i gm EXTERIORD & L- WOOD FRAMING4 JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAMN: DWG HO. F.A. 08-00503 wvE NTS JDATE 02/23/09 1 `'"-6 OF 9 L ROSERTO I ONAS P.E 1432 WOOOFORO RD LEWISVILLE NC 2T023 a7+-6Ee-0049 momawl' masp.f SIGNED: 0612212017 Ft I I L/D i k4l 0,.61251 ••* TTATIFFE OF O.a•. iFS • COR10P Luis R. Lomas P.E. FL No.: 62514 METAL STRUCTURE BY OTHERS 010 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS A ICHILIK IIv I Cn/vrl 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSWLA77ON NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2' MIN. EDGE DISTANCE 1/4' MAX. SHIM SPACE OR 1/2' LUNG MIN. EDGE DISTANCE 110 SMS OR SELF DRILLING Sc L TO BE SET IN BED OF PROVED SEALANT METAL STRUCTURE BY OTHERS 1/4• MAX. r SHIM SPACE RCASIONS FI DPI+ DATE APPROVED ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLXNGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETALS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. r v JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS F.A. 08-00503 NTS °"E 02/23/09 5i7 OF 9 L ROWRTO LOMA.S P.E. 1432 WOODFORD RD LEWLSVILLE. NC 27027 r?aball.p Dg ramurQ aLvrw pv mm SIGNED: 0612212017 G£NS S F• = D„51 * = TTA5 OF JE AL1ti` Luis R. Lomas P.E. FL No.: 62514 1 1/2" MIN. CONCRETE/ SEPARATION MASONRY BY OTHERS 1" MIN. EDGE DISTANCE a' a. 4. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK TO BE PROPERLY SECURED 1/4" MAX. E NOTE 3 SHIM SPACE SHEET I 3/16" TAPCON EXTERIOR 3/16" TAPCON —\ MASONRY/ CONCRETE BY OTHERS crww i w. VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION INTERIOR 1 1/4" MIN. EMBEDMENT 1" MIN. EDGE DISTANCE 3" MIN. SEPARATION 3/16" TAPCON - SILL TO BE SET IN A BED OF APPROVED SEALANT CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. EMBEDMENT 1" MIN. EDGE DISTANCE 1 /4" MAX. SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I RLVLWNs REV OESCFWn ON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 7. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2712 SIGNED: 0612212017 MI WINDOWSDOORS LLC 1k650WSSMARKETSTREETLOIf GRATZ. PA 17030 J,•\CENSFq P SERIES 430/440 XIX SGD 0 6/1 143" x 96" REINFORCED fl j y(* FLANGE INSTALLATION DETAILS p STATE OF ccr jO• F ORTOP• DRA)m Dwc N0. REV F. A. 08-00503 E i SSIONA } scALE NTS atc 02/23/09 008 OF 9 Luis R. Lamas P.E. FL NO.: as L ROBERTO LOAW P.E. 14V WOODFORD RO LEWISVILLE. RC 27023 68" O9 . uaNUS@Inanop..c°m 1 5/8 MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE J BY OTHERS HOOK STRIP 1 1/4• MIN. EMBEDMENT T I BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16" EXTERIOR a —-- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP METAL STRUCTURE BY OTHERS TRIM --, INTERIOR HOOK STRIP REvlvons RLv DESCRIPTION OLTE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 RL C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L 1/2• MIN. EDGE DISTANCE SELF DRILLING SCRSCREw 1/2• MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE - 1 3/8' MIN. EMBEDMENT 10 WOOD SCREW EXTERIOR `- PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUC 0UMD FRAMING NOTES" I. WTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CURRY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: 0'NC N0. F.A. I 08-00503 NTS — 02/23/09 —9 OF 9 L ROBERTO LOADS P.E. I421Mt70DFORD RD LEWLSNLLE• NC 27027 434-68e-0607 rA nus@frwn24.t SIGNED: 06,2212017 CENSt 9`rs. o 51 * = TAT E OF a IONA 110` Luis R. Lomas P.E. FL No.: 62514 r r FLORIDA WARM NT OF Professional Regulation rg ate BCIS Home I Log In 1 User Registration I Hot Topics I Submit Surcharge I Stats IN Facts Publications I FBC Staff BCIS Site Map I Links I Search I FI ritla ro Product Approval USER: Public User ct i iJV Y ikn Product Approval Menu > Product or Application Search > Application Us t > Application Detail FL # Application Type Code Version Application Status Comments Archived FL9174-R12 Revision 2017 Pending FBC Approval Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)475-6197 Mark_Garon@Overheaddoor.com Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Mark Garon Mark_Garon@Overheaddoor.com Mark Garon 3395 Addison Dr. Pensacola, FL 32514 850) 474-9490 Mark_Garon@Overheaddoor.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Gordon Thomas PE-46718 Intertek Testing Services NA, Inc. - QA Entity 12/31/2020 Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received FL9174 R12 COI Gordon Tomas COI 2017.PDF Standard Year DASMA-108 2012 DASMA-115 2012 Florida Licensed Professional Engineer or Architect FL9174 R12 Eouiv WD2017-OO1112 Evaluation Report - FL 9174.PDF Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/11/2017 Date Validated 01/02/2018 Date Pending FBC Approval 01/02/2018 Summary 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 Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0228-318958-P8 S.odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 11 324620 P16 Jamb Connection Stipp signed.DdfImpactResistant: Yes Verifled By: Gordon Thomas FLORIDA PE 46718DesignPressure: +26.90/-30.80 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OO1112 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' 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 R12 II 0229-318959-P9 S.pdf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 I1 324620 P16 Jamb Connection SUDD sioned.DdfImpactResistant: No Verifled By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +15.30/-17.00 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 R12 AE WD2017-OOIRZ Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.3 5120 / 6100 / 9100 #0230 16' 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 R12 II 0230-318960-PIO S.pdf Approved for use outside HVHZ: Yes FL9174 R12 I1 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 324620 P16 Jamb Connection Suop sioned.odfImpactResistant: Yes Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +25.90/-28.80 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OO1R2 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 lI 0231-318996-P6 S.odf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sioned.odfImpactResistant: Yes Verifled By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +30.00/-33.50 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 R12 AE WD2017-OO1112 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.5 15120 / 6100 / 9100 #0234 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +43.20/-49.60 Other: 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Installation Instructions FL9174 R12 11 0234-319022-P6 S.Ddf FL9174 R12 lI 307494 P11 Track Supplement Chart sioned.pdf FL9174 R12 lI 324620 P16 Jamb Connection Sum) sioned.odf Verifled By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OO1112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.6 15120 / 6100 / 9100 #0235 16' Max width. 8' 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: +39.20/-43.70 Other: Installation Instructions FL9174 R12 II 0235-319023-P7 S.odf FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 319040 P1 Post Istall Instructions sioned.pdf FL9174 R12 II 324620 P16 Jamb Connection SUDD sloned.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OO1112 Evaluation Report - FL 9174.PDF 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 R12 II 0232-318999-P6 S.Ddf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Suoolement Chart sioned.pdf FL9174 R12 II 324620 P16 Jamb Connection SUDD signed.DdfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +12.40/-13.80 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 R12 AE WD2017-OO1R2 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.8 15120 / 9100 #0233 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- bome debris region unless protected or unless structure Is designed as partially enclosed or door is a replacement door. 18' Max width. 8'-9" Max height. Max section height 21". Glazing available In top or Intermediate section. Installation Instructions FL9174 R12 II 0233-319000-P6 S.Ddf FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sioned.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OO1R2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.9 15120 / 9100 #0236 118' able t Max width. Max hei dlate sect onion height 21". Glazingght. Max 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: 9174.10 15120 / 9100 #0237 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: Installation Instructions FL9174 R12 11 0236-319024-P7 S.pdf FL9174 R12 II 307494 P11 Track Suoolement Chart sioned.pdf FL9174 R12 II 319040 P1 Post Istall Instructions sioned.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sloned.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OOIRZ Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or Intermediate section. Installation Instructions FL9174 R12 II 0237-319025-P7 S.odf FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 319040 P1 Post Istall Instructions sianed.Ddf FL9174 R12 II 324620 P16 Jamb Connection Supo sioned.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE W132017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 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 Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0600-319026-P5 S.Ddf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart sioned.Ddf Impact Resistant: No FL9174 R12 11 324620 P16 Jamb Connection Suoo signed.odf Design Pressure: +26.90/-30.80 Verified By: Gordon Thomas P.E. FLORIDA PE 46718 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 R12 AE WD2017-OO1112 Evaluation Report - FL 9174.PDF door. Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top "or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 Ii 0601-319027-P5 S.pdf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: FL9174 R12 II 307494 P11 Track SuoDlement Chart sloned.pdf FL9174 R12 lI 324620 P16 Jamb Connection Suop signed.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or Intermediate section. Limits of Use Installation Instructions Approved for use In HVHZ: No FL9174 R12 11 0602-319028-P6 S.odf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 Pll Track Supplement Chart M6ned.pdf FL9174 R12 II 324620 P16 Jamb Connection Suoo signed.pdfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +15.30/-17.00 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 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.14 I5120/5140/6100/9100/9400/9600 0603 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 is designed as partially enclosed or door is a replacement door. 16' Max width. 10' Max height. Max section height 24". Glazing available In top or Intermediate section. Installation Instructions FL9174 R12 II 0603-319029-P6 S.odf FL9174 R12 Ii 307494 P11 Track SuoDlement Chart signed.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD slgned.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF 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: Installation Instructions F1,9174 R12 II 0604-319030-P6 S.odf FL9174 R12 II 307494 Pll Track Supplement Chart signed.pdf FL9174 R12 iI 319040 PI Post Istall Instructions signed.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD signed.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 118' Max width. 10' Max height. Max section height 24". Glazing 0605 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. Installation Instructions FL9174 R12 II 0605-319031-P5 S.Ddf FL9174 R12 II 307494 P11 Track Supplement Chart signed.pdf FL9174 R12 II 324620 P16 Jamb Connection Suoo signed.pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-00IR2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 0606 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: +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. 9174.18 I5120/5140/6100/9100/9400/9600 0609 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: Installation Instructions FL9174 R12 It 0606-319032-P7 S.Ddf FL9174 R12 II 307494 P11 Track SuoDlement Chart signed.odf FL9174 R12 II 319040 PI Post Istall Instructions signed.pdf FL9174 R12 11 324620 P16 Jamb Connection SuDD signed.Ddf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 R12 II 0609-319035-P6 S.Ddf FL9174 R12 II 307494 P11 Track Supplement Chart signed.pdf FL9174 R12 II 319040 Pl Post Istall Instructions sicined.Ddf FL9174 RIZ 11 324620 P16 Jamb Connection SUDD sioned.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 40608 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 R12 II 0608-319034-P5 S.Ddf Approved for use outside HVHZ: Yes FL9174 R12 Il 307494 P11 Track Supplement Chart sianed.Ddf FL9174 R12 11 324620 P16 Jamb Connection SupD sioned.pdfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +18.50/-20.70 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 R12 AE WD2017-00IR2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.20 5140/9400/9600 #0607 16' 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 R12 II 0607-319033-P6 S.odf Approved for use outside HVHZ: Yes FL9174 R12 lI 307494 P11 Track SupDlement Chart signed.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sioned.pdfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +25.90/-28.80 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 R12 AE WD2017-00IR2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. Back Nert Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Safe e June 15, 2017 Re: Florida Product Approval To Whom It May Concern: Certificate of Independence I certify that I meet the requirements of "independence" as it relates to 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. Sincerely, 14 " Gordon Thomas, P.E. FL PE # 46718 EVALUATION REPORT Title: Evaluation of Wind Load Sectional Door Assemblies Report #: WD017-001 R2 Manufacturer: Wayne Dalton A Division of Overhead Door Corporation 3395 Addison Drive Pensacola, FL 32514 Technical Contact Prepared by: Date: Dwayne Kornish Engineering Manager Gordon Thomas, P.E. Mason, OH 45050 Florida # 46718 December 22, 2017 I. Introduction/ Scope IIII lrr//// OpN o...TN GENSF' No. 46718 STATE OF 44/- ONAL rrrriiit\\\ Based on wind load test results for the FBC approved doors with paper/poly backer, the following evaluation will estimate the performance for similar size doors with equal wind load design pressures but steel backer design. The following doors under evaluation will be included on the latest revision of FL 9174. The following report evaluates the new overall door/component design as it compares to the door & components Florida product approval. H. Reference Material The following items were used to prepare the evaluation report: A. Florida Product Approval, FL 9174 B. Wayne Dalton Drawing No.253209, Rev P2, Backer Paper/ Poly C. Wayne Dalton Drawing No. 253211, Rev P1, Backer Steel D. Wayne Dalton Drawing No. XN17019, Dated 518/17, Raw Assy Detail, 9100 vs 9605 E. Evaluation Report, John E. Scates, P.E., dated June 10, 2011 III. Evaluation A. Wind Load Design The following analysis is for 20 different door configurations. All of the configurations listed in FL 9174 were approved with a paper/poly material (69# Kraft with 1 Mil off white PE) per WD drawing 253209. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/ DASMA 115-2005. ANSI/DASMA 108-2002 is equivalent to ANSI/DASMA .108-2012 and ANSI/ DASMA 11. -2005 is equivalent to ANSI/DASMA 115-2012. The following evaluation will substitute the paper/ poly material with a 32 gauge steel back per WD drawing 253211. The profile dimensions for both material types are identical. Since the mechanical properties for steel exceed that for the paper/ poly material, 1 would calculate that the' deflection and wind load resistance for the steel back plate would be equal or better than the currently approved configurations. B. Product Comparisons The following chart shows the sectional doors that were tested & approved by the state wide Florida Product Approval and the change to the new backer material design. The following charts shows the doors under elevation. FL 9174A FL 9174.2 FL 9174.3 FL 9174.4 FL 9174.5 Model# 9605 9605 9605 9605 9605 Door Size x H 9' x 8'-9" 16' x 8'-9" 16' x 8'-9" 16' x 8'-9" 9' x 8'-9" Design Pressure 26.90/ 30.80 psf 15.30 / 17.00 psf 25.901 28.80 psf 30.00 / 33.50 psf 43.20 / 49.60 psf Backer Type Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Drawing # 318958-P8 318959-P9 318960-P10 31899E-P6 319022-P6 Impact Rating Yes No Yes Yes Yes Table I — Doors under Evaluation FL 9174.E FL 9174.7 FL 9174.8 FL 9174.9 FL 9174.10 Model # J16'x 605 9605 9605 96015 9605 Door Size8' 18'x8'-9" 18,x8'-9" 18'x8' 18'x8' Design+39.20/ 12.40 / 18.50 / 30.00 / 39.20 / Pressure 43.70 psf 13.80 sf 20.70 psf 33.50 psf 43.70 psf Backer Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga I Steel, 32 ga Type Drawing # 319023-P7 318999-P6 319000-P6 319024-P7 319025-P7 Impact Yes No No Yes Yes Rating Table 1 B — Doors under Evaluation N Ds!y0'% i l No. 46718 U 74 z z3lci STATE OF 2 OA i 1 1111 FL 9174.11 FL 9174.12 FL 9174.13 FL 9174.14 FL 9174.16 Model # 5145/9405 5145/9405 5145/9405 5145/9405 5145/9405 Door Size 9'x10' 9'x10' 16'x10' 16'x10' 16'x8' xH Design 26.90/ 41.00 / 15.30 / 23.00 / 39.20 / Pressure 30.80 psf 46.30 psf 17.00 psf 25.00 psf 43.70 psf Backer Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Type Drawing # 319026-P5 319027-P5 319028-P6 319029-P6 319030-P6 ' Impact No Yes No No Yes Rating Q- Table I — Doors under Evaluation I k i I I I I / I I / / 0- OGENSF P ; No. 46118 I ? STATE OF =40 P \ R FL 9174.16 FL 9174.17 FL 9174.18 FL 9174.19 FL 9174. 6., Model # 5145/9405 5145/9405 5145/9405 5145/9405 5145/9405 Door Size 18' x 10' 18' x 8' 18' x 8' 18' x 8'-9" 16' x 8'-9" xH Design 15.30/ 30.00 / 39.20 / 18.50 / 25.90 / Pressure 17.00 psf 33.50 sf 43.70 sf 20.70 Psf 28.80 psf Backer Steel, 32 ga Steel,' 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Type Drawing 9 319031-P5 319032-P7 319035-P6 319034-P5 319033-P6 Impact No No Yes No No Rating Table I — Doors under Evaluation C. Conclusion Comparing the doors under evaluation against the Florida approved doors, I calculate that the doors and hardware under evaluation will be subjected to an equal or lower load and will perform equal or better than the approved doors. The drawings cited above are an explicit part of this evaluation report. The text of this report can not address all design details (fastener size, spacing) but relies upon the illustrations of these drawings. I conclude that the construction shown comply with the structural requirements of the 5"' Edition 2014) and 61 Edition (2017) of the Florida Building Code. Certification of Independence of Evaluation Entity I hereby certify that (1) I have no financial interest in Overhead Door Corporation; (2) 1 am an independent licensed Professional Engineer in the State of Florida and; (3) 1 comply with the criteria of independence as stated in 61 G20-3.009 (3), F.A.C. and 61G20-3.009(4), F.A.C. 3 It June 15, 2017 Re: Florida Product Approval To Whom It May Concern: Certificate of Independence I certify that I meet the requirements of "independence" as it relates to 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. Sincerely, Gordon Thomas, P.E. FL PE # 46718 NOTES, 1. NON -IMPACT RESISTANT GLAZING OPTION - .090• MINIMUM SSS GLAZING IN MOLDED FRAMES SCREREO 13 CA HORIZ ANOLE- TOGETHER WEPT A MINIMUM OF (0) /eP1' SCREWS UISTAlLEO IN TOP OR INTERMEDIATE SECTION (NTH OR VATHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC OESIGN PRESSURES SOWN ON THIS ORA%4G, GLAZING 13 CA FLAG ANGLE- SMALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF I1,75. MA21NG IS NOT IMPACT 19 CA MIN K=Z- RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR TRACK YAN0-BORNE OEEIFS REGIONS 5/19.1ge/62. IMPACT RESISTANT GLAZING OPTION - IMPACT LAC 51XR(YF5 RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP INN 3 AS OR INTERMEDIATE SECTION (WTH OR MTHOUT DECORATIVE SHOWN) ItISERTS GLAZING SAIL BE IleMAKR0.0N-AR 15 CA MENVEAT- POL ORATE OR EQUAL GLA794G SHALL NAVE A TRACK MAXIMUM HEIGHT OF 15.21' AND A MA)OMUM LENGTH OF SOW . C1A204C IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WND-BORNE DEBRIS RECJONS 5/16.1-5/0' LAC - SEE DETAIL.E ON SHEET 2 FOR ASSEMBLY DETAILS SCREW AT EACH GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS JAMB $RACKET ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL C SHEET 2)). 1B CA J-STRUT SCREWED TO LOMER 1/4-20.5/15' TRACK- OITTTRAL RIB OF SECTION AND OPERATOR STELE TO BE BOLT AND 1/4-20 MD( FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) MR AT EACH Je JAMB TITE SEW TO ATTACH1//4-14A7/lr SELF GRILLING CROSCREW BRACKET LOCATION THE J-STRUT TO THE INTEGRAL RB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. VINYL OR WOW DOOR STOP NAILED A MAXIMUM OF B' OG MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16• TO MEET NEGATIVE PRESSURES 4. KEY LOCI. SLIDE LOLLS, OR OPERATOR REQUIRED. 15 GA STIFFENED' S. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN JAMB BRACKETS PLACE POLYURETHANE FOAM 14SULATION CHEMICALLY SEE SCHELORE FOR BONDED TO 30 CA 14M M FACER STEEL AND A QUNIITY. LOCATION. POL' f AMINAIE BACKER OR 32 CA STEEL BAC AFL END AND TYPE CAP TO HAVE A ADHDNM 1.1' DEPTH. B. THE DESIGN OF THE SUPPORTING STRUCTURAL KEY LACK OR SUDS LOCK - ELEMENTS SHALL BE THE RESPONSIBILITY OF THE BOTH ENDS (NOT PROFESSIONAL OF RECORD FOR THE BUILDING IR REQUIRED WIN OPERATOR STRUCTURE AND IN ACCORDANCE WIN CURRENT BUILDING SEE NOTE 4). SLIDE CODES FOR THE LOADS LISTED ON THIS DRAWING. LOCK SHOWN FOR 7. DOOR JAMB TO BE MINIMUM 2A0 STRUCTURALORADE CLARITY LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR NOTE, (+) SECTION SOLD ATTACHMENT TO SMPPORIDIG STRUCTURE. DOOR S iovlm• SEE SHEET 2 FOR U-BAR LOCATIONS L LOUVER OPTION - .040' LaIDJUM LOUVERS IN MOLDED ON DOORS WITH OTHER SECTION QUANTITIES AND FRAMESSCiECEDTOGETHERWENAMINIMUMOF (f) SEE NOTES I AMD 2 ON FBAI' SCREWS INSTALLED IN THE BOTTOM SECTION. 7/95 SHEET FOR GLAZING LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGONS OPTIONS. LOUVERED SECTION REQUIRES OPERATOR SIDE TO BE 4T TMr C lrm Wr or THE DKND_ SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAx DOORlYOTIiH UNIEDRM LOAD EACH JAMS (PLF) NIB'- 0' ALL 707.1 -23M4 1/'- 0• ALL 161.3 -201.8 12'- 0• ALL 155.4 -172f 10'- 0' ALL t293 -144.0 YVLT11111111FFJ NE J.KO P:••' ICErrsF •:4 L No. 77945 O• L• STATE OF • (U DMA IIWWIW,L fY`` 4576 Cantu ROAD 160 uowT Nan• 11100 0. PF 1) 1 IX PE 1174,64 PROTBUmA pOltE " SEµPROYDLD DILLY FOR VERLACATIaN OF 1HKDA0 CONStl=MW DEEMS REWDRED Oft DOCI WDTMS-LESS TIHAN OR EQUAL TO 17-O'. JAMB BRACKET SCHEDULE DOO OR110. OF SECTIONSRACKETS EACHJAMBT TYPEOF- UML OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS ! 2-) i- 0 4 f O B , 1 DI , 25-T JB . 34 JB , 45-1 4 0' 4 B FAT JB , 10' JB 21-3 4 JB , ?-] 1' JB 41 JB B]-1 4 JB W- O' 5 e 1 13 JB 13 a JB 34 JB 47-1 4 OI. Sf' JB B a, 7s JB B'- 0' S B FAT J0 10 JB 21-3 4' JB , 29-J4• Ja 45JB 57-1 4' JB 55 JB , 75-I JB B -0'/H iCH UFT ROOF PITCHI ISEE NOTE BELOW FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACKED To TRACK WITH 1/4-2W/14- TRACK BOLT AND RUT. FOLLOWNC BWENSON DENOTES DUCK INSTALL JAMB BRACKET INSTALLED W BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. DOORS WITH HIGH LIFT. ROOF PITCH. AND/OR GREATER THAN IT IN MOGHT REQUIRE USE OF CONTIIUOUS WALL ANGLE SEE SUPPLOJENT TRACK CART FOR DETAILS. STATIC PRESSURE RATINGS APPROVE! Wayne DESIGN (PSF: + 25.80/-2B.e0 MAR VWTH: 5T +3Se5 MAX ECTT:Dalton. IMPACT/-CYCULRATED (YES/NO): '£S IMAX SECTION k REVISIONS LANCES TO GENERAL MAT AND CMANGED PAR FASTENER TYPE END CAPS AND T[W RETAINER. DICED CENTER HINDE AGE AND ADDED IVER OPTION. WGED STRUT 3ADDED SUPERIMPOSED IOU PRESSURE LOADS f/f/07 M006ED JAMB CKET SCHEDULE FOR OPTION. AMD LHR OK DETAIL SHEET 2. 4/17/W ADDED IMPACT AST" r CLAZNC. IED TEXAS LICENSE ISI R TO TITLE BLOCK. WGED LOUVER NOTE ITEASEO MAX HEIGHT W-9'. ADDED HOLM AND ROOF WITCH CK NOTE. 7/ 22/08 UPDATED TIRE BLOCK 0/26/10 ER3152D RED 905, AND 3MR NOTES 5/ 23/2017 MRS GARAGE DOORS MODELS 5120/9100/ 9605 SHEET 1 CF 2 GWSION OF OVERHEAD DOOR DRAWING PART NO. I REV. PEN.U135 LI"FULONOAA VE 4 WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 IB5o1 471-pS0 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO mTH THE (6) PRE-PVNCRfD TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM CIF V-SAR AND ATTACH THRU END CAP AT Wm (2) 1/4-14x5/6' EACH END wTH (x) 1/r,4x7//B6 / CR60•n7E SrniYJs SELF DWLLWO CPoMPnTE SCREWS J FOR STANDARD TRACK AND (3) O 1/4-14x7/6' SELF DRILLING CRIMPTTIE SCREWS FOR LAN HEADROOM TRACK (2 OF WQCH • ARE USED TO ATTACHED THE Top DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO USED ONLY ON IMPACT PRE-RJHLTHED HOLES IN TOP OF U-BAR ACE u-BAR OVER NTEORAL IKB MTH GLAZED SECTION - 1I WIH (71 1/r14Ai/B CIMPTITE SUMINS. THE (11) PRE-MRHCHED HOLES EACH Elm CA REINFORCEMEM USE 0 HOLE IN SLIDE 70 ENSURE FACING IRWARO AND ATTACH TNRU END BRACKET ATTACHED PROPER ALIGNMENT OF ROLLER] CAP AT EACH END VATH (2) 14x7/C Mm (4) 1/4-14.7/6' 1 SELF DRILLING CRD nTE S SELF LING 15 CA HINGE ATTACHED / EXCFPTION- U-BAR PLACED OVER TOP CIONPTITE SCORE (2 WITH (4) 1/4-144/6' RIS ON THE BOTTOM SECTION SHALL ONLr THROUGH BOTH CRIMPTITE SCREWS (2 OF BE ATTACKED THRU END CAP AT EACH BRACKET AND U-BAR) WHICH ARE FACTORY END MATH 1 1 4-14x7/5' SELF DRILLING D CPoMP 1TE SCILEW LOCATED ON THE DETAIL G ATTACHE) 1W BOTTOM FLANGE OF THE U-BM tlpir, DUE TO CLEARANCES REQUIRED TO 2' NYLON STORI6ARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WTH 4-1/2' STEAK DETAIL B U-SARS. ALL U-BARS SMALL BE INSTALLED ON SECTICHS PRIOR TO INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMEXT NOTES ON THIS SHEET. OE U-BAR OVER 16 CA HIND ATTACHED ~ INTEGRAL RIB AND ATTACK 6) 1SCRUIS Wm (2) 1SCREWCRIMATHIOIBIvnTESCtEY6 (2 OFI THIC61XPn7ESCREWS U ' WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACED, 3 OF WHICH EACH INTERMEDIATE TINGE ARE FIELD INSTALLED INTO LOCAl10N (1 7T9IU FLANGE TOP LEAF. LLD I OF OF U-BAR AND BOTTOM A4UCH 19 FIELD INSTALLED OUNCE LEAF AND I THRU THRU PRE-Pumo(ED HOLE \.. WEB OF U-BAIt AND N V-S DETAIL C INTEGRAL RID OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACKED WIN o PLACE U-GAR OVER INTEGRAL RID WTH Pa3 I r1445/C N0T04 DORtH TO CLEAR BOTTOMATESCS'L'6 BRACKET AND ATTACH mRU END CAP AT EACH 1140 WITH (1) 1/a 14.7 SCREW AS FOR IMPACT RESISTANCE. SELF DRILLING CRNPTITE SHOWN AND USE(1) 1/4-14x7/B' 93F 60TTCU BRACKET MUST BE SCLE`LEO TO THE BOTTOM . ti . DRILUNG CRWPT SCREW ACROSS THE UCH PJTTOETrOMAARATUNC1E U-BAR WTH T HOLE Y 2) 1 r14x7/6' SELF DETAIL D HINGE LOCATION. USE (I) 1/r2A6/6' OTHER RDMPTTO SCRACKSEEIMPACTBOTTOM/ BRACKET CRIMPTITE SCREW AT ALL PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS 91EET. y AE..Ko,QAA'', P.•' `LIEN$ •.'/ k No.77945 9: ir= 0 •. STATE OF ((/4uORtO S/ONALU0JJ11111 4576 O 1 YJx044 NS45TNOWHOPLOHM EL PE 77W Tx PE II7Y6 PROFMOUL DID20T71Y ELL PROWEO O Y FOR Vtltdr,71011 OF WYLLOAD m TRMCDOI OETMS 6 4 MIN STAINLESS S mTH STAINLESS BALED RUBBER WASHERS 3-1/Y O.C. MAX 1/6' BEAD CE / SG400.A CSI i SG4000AC I ` w czft 1 I FACER STEED M - D DETAIL W/ 4-14x) 6' SELF DRILUNG CNMPDTE WATCENTERLINEOFDOORTHRUJ- STRUT At OPERATOR BRACKET. MOTEL J-STINT } SCREW ONLY REOMMO ON IMPACT GLAZED SECTIONS SEE NOTE ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) O 1/ 4-14x7/6' SECT DRILLING CEMPTIE SCREWS 7 - W_ IMPACT BOTTOM BRACKET U- 6AR FASTENER TYPE AT END CAPS MID BOTTOM RETAINER. CXANGEO CENTER HINGE GMWGE AND ADDED LOUVER OPTION. CHANGED STRUT IDEHTUtCAnON METHOD FROM COLORED PAINT TO STAMPED NUMBER CRT 3/6/06 PS ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND SECTION DOORS CLARINET) NUMBER OF FASTENERS AND CENTER I ( 6) 3'. 16 GA, KS - BARS HINGES REQUIRED FOR NARROAER DOOR R[TINS. 4) SECTION DOORS Wm ( 5) 3', 16 CA 60 KSI U-SARS LOCATED OVER INTEGRAL 965 AS DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U-BAIL SHALL 6E PLACID OVER INTEGRAL RIDS AND ATTACHED THRU PRE -PUNCHED HOLES MATH (2) 1/4-14XS/W C IIJPTITE SCREWS AT EACH INTERMEDIATE SINCE LOCATION. (2) 1/ 4-14x7/6" SELF DRILLING CUMPITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAL B AND D MS SKEET. (2) 1/4-14x5/6' OWTITE SCREWS APPROXIMATELY WOWAY BEnFEN END OF DOOR AND INTERMEDIATE HINGE LOCATDN. AND (1) 1/4-14d/6' CRIMPnTE SCREW APPROXIMATELY 6' FROM EACH EN06 FOR DOOR rmTHe GREATER THAN IY-O'. THERE SHALL BE A TOTAL OF (20) SCREWS A7TAC6NC EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECIM SHALL HAVE A TOTAL OF (16) SCREWS EACH. FOR DOOR NDDLS LESS THAN OR EQUAL TO THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- 1AR EXCEPT BOTH U-9ARS ON BOTTQL SECTION NON- STRUCTLRRAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WNIDOW TRIM 2. WTH THE EXCEPTION of THE (6) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACKMENT OF THE ROLLER 1/ 4' POLYCARBONAIE sUQE5 AIm THE (6ED ) PRE-PUNCHHOLESINTHE BOTTOM or EA04 END USED FOR THE ATTACHMENT OF THE TOP FDTIURE AND UNLESS NOTED OTHERWSE ON THIS SPECOCATICN ORAWNO, ALL PRE - PUNCHED HOLES INALL U-GARS SMALL BE 5 OR ATTACHED TO THEDOYATH1/4-14x5/6' CRPIPTITE SCREWS- 1 I6 CA U- SARS SHALL BE STAMPED '46- APPROXIMATELY 6' FROM EACH END. Wayne Dalton. GARAGE DOORS OIWSION OF OVERNEAD DOOR CO 3395 ADDISON DROVE PENSACOLA FLORIDA 32314 RATINGS 3VEn MRS 5/ 10/ 06 RIBS AS I6 ADDED IMPAC RESISTANCE TO C ADDED MODEL 61 MODIFIED NOTE 6 STATE THAT LOU' ARE NOT IMPACT RESISTANT. CRT 6/6/ 07 M.T.S. IODIFED JAMB STET SCHEDULE FOR OPTION. ADDED LHR x DETAIL SHEET 2. 4/17/06 ODED IMPACT STANT CLA21NO. 0 TEXAS LICENSE 3FR TO TITLE BLOCK. 40EO LCUVER NOTE EASED MAX HEIGHT 7/ 12/OD UPDATED T111E 8/28/ 10 ER31526 WED 6609. AND XER NOBS 5/23/ 2017 MODELS 5120/9100/9605 SHEET 2 L 2 DRAVdNG PART 110. REV. W)NDLOAD SPEMCATION OPTION CODE 0230 318960 P10 8 PLICE PLATE LOCATION o SEE SCHEDULE 14" MAX 12" MAX 12" MAX I 1 12" '\ i MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. DWAYNE 4 KORNISN, PE 4576 COUNTY ROAD 160 MOUNT HOPE. DXIO n PE 77943 TX E 1179U PROFESSIONAL DJGWEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF VWJDIDAD CONSTRICTION OETA6.S. E CLIP DETAIL CUP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUO! WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE 0.28 13 GA MIN CONTINUOUS WALL ANGLE 111111111/// j NE J K, No. 77945 : y O STATEOF lrs 4ORIDA 4 NAB EN\\\` II II111 1 kCK 1/ 4"-20 TRACK CARRIAGE BOLT H 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL l TRACK 1 i 10 o 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL UP RIVETING DETAIL 11 GA MIN CLIP o SEE SCHEDULE o l i 1) 1/4"-20 TRACK OR CARRIAGE BOLT i i WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH 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 Darie lton. AGE 000118 3395 ADOISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 REVISIONS L ANGLE 12 FOOT IATED 6/ 11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO i. 00/-5ZOO PSF FOR DOOR WIDTHS JJGED • TEXAS WALL ILE• TO 'cownwous 1 ANGLE. ADDED STRATE MOUNTING AIL, CHANGED TO N HD ANCHORS 4/ 2/07 CHANGED FORMAT. IED MODELS 9900 1 8024 WITH OVERLAY TRACK CLIP EOULE. 8/ 21/07 UPDATED MODELS ED IN CHARTS. IATED SPLICE @ CUP IEOUD6/ 07 UPDATE MOUNTING AIL DRAWINGS 10/ 05/07 UPDATED CHARTS TO IINATE THE USE OF 4REPLArED 9ACRCLIPOSSTHEUPDATED STEEL NNTING DETAIL B 04/11/05 EXPANDED 1-1/2• TO 3/ 8• DOOR THICKNESS TART UP TO 14' HIGH. T 12/11/08 0 UPDATED TITLE OCK T 5/2/10 1 UPDATED TITLE OCK. REMOVED CHART. T 11/15M 2 UPDATED TITLE OCK. C 8/15/17 SHEET 1 OF 2 DRAVANG PART NO. I REV. 307494 P11 2 3/4" f1" EDGE DIST E60XX MIN. III 2-24 1/8 V 2-24 MIN 3/16" STEEL FOR 5/16" x 1-5/8" WALL ANGL LAG SCREW OR EQUIVALENT INTO TCKMIN2x6NO.2 TRACK CLIP SPF (G=0.42) OR — BETTER AT EACH 1/4-2Ox9/ HOLE OR PAIR OF TRACK BOL HOLE LOCATIONS 1/4-20 HEX NUT 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. WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINI CONCRETE MOUNTING DETAIL DWAYW 1 KORMSM, PEAD4575COUNTYROLEDWON HOPL Ono FL PE 77163 Tx E 11717E PROFESS CL"L ENDINM'S SEAL PROVIDED ONLY FOR vMnCATIDN OF w OLOAD COHSTRUCTMw DETAILS 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 I111111fff// gXAE• J KO,Q'' V i LICENSE •. O No. 77 S 945 _ STATE OF Fss . < oA.. G: oNAL tiN \\\\\ IlII111 r flll 7 TRACK SUPPLEMENT CHART Wayne iMalton. GARAGE DOORS 3395 ADDISON DRIVE ENSACOLA, FLORIDA 32514 REVISIONS ALL ANGLE 12 FOOT DATED PJ 5/ 11/03 3 UPDATED FORMAT. CREASED ALLOWABLE 2ESSURES TO 46.00/- 52.00 PSF FOR LL DOOR WIDTHS HANGED *TEXAS WALL OGLE' TO ' CONTINUOUS ALL ANGLE'. ADDED 1BSTRATE MOUNTING ETAIL, CHANGED TO TEN HD ANCHORS iT 4/ 2/07 4 CHANGED FORMAT MED MDDELS 9800 VD 6024 WITH OVERLAY TRACK CLIP HEOULE. 2T 8/ 21/07 3 UPDATED MODELS STIED IN CHARTS. PDATED SPLICE h CUP UPDATE MOUNTING TAIL DRAWINGS I 10/ 05/07 UPDATED CHARTS TO IMINATE THE USE OF E /8 CUP (REPLACED IH 09 ACROSS THE ARD). P 10/ 24/07 UPDATED STEEL WNTING DETAIL B 04/ 11/05 EXPANDED 1- 1/2' TO 3/6' DOOR TMCKNESS TART UP TO 14' HICH. T 12/ 11/08 0 ADDED MODEL 8700. DATED TITLE BLOCX T 5/ 2/10 1 UPDATED TITLE OCK. REMOVED CHART. IT 11/ 1S/13 2 UPDATED TITLE OCK. C 6/ 15/17 DRAWN SHEET 2 OF 2 DRAWING PART NO. I REV. 307494 P11 Wayne Dalton GARAGE DOORS 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 JNE J Ko /'% No.77945 y u * *- STATE OF G0NAL0 \., . MINIMUM 2.6 03 SOUTHERN PINE( o,1-51d / Oq -7 LuueER.-- OWAYM A KORMSH, PE 4576 COUNTY ROAD 140 MOUNT HOFL OHIO IL PE M43 iX /E 117966 PROIE.S90NAL ENCIND7CS SEAL PROVIDED ONLY FOR VEROV-TION OF MFDLOAD CONSTRUCTION OETAILS 6" MAY MAXMUMSPACING 6' MAX SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR WIDTH LOCK MINIMUM 20 j3 t HEADER LOCKSOUTHERNPINE LUMBER. j( BRACKET 6' 2-3/4' J 4• -1 2) 3/B- SIMPSON TITEN HD SCREW 4) 3/8' SIMPSON TITEN NO SCREW ANCHOR WITH A 1 1/4- WASHER AND ANCHOR WITS A 1-1/4- WASHER AND A MINDNM EMBEDMENT DEPTH OF A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE 2-3/4- AND A MINIMUM EDGE DISTANCE OF 2-3/4-. DISTANCE OF 4'. DETAIL II 6ONrMUN 2530 PSI CONCRETE NOTE- MAXIMUM DESIGN LOAD CAPACfTY OF 21165 LBS DETAIL 7 MINDMVM 7000 P51 [.1ROl1T illl FD NOTF• MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2.6SOUTHERNFIN BRAACKEETR LOCK LUMBER 4' 1' 1 4) 3/6' DIA. LAG SCREWS WITHI 1-1 4' O.D. WASHERS. LAG s SHALL HAVE A MINIMUM PENETRATION OF 1-9 2- INTO THE MAIN SUPPORT MEMBER DETAIL3 MAXIMUM SIGNBS. LOADCAPACITYOF2430L SHEET I OF 2 REVISIONS P17 UPDATED TITLE BLOCK ESC 8/15/17 DATE JAMB CONNECTION SUPPLEMENT DRAWING PART NO. REV. 324620 P16 Wayne Dalton. GARAGE DOORS 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 DWAYW 1 KOINSN' PE a179 COUNTY ROAD 140 NOUNT HOPL CM R PE 772.5 TX PE 1179E6 PROFESSONAL Dm'"EE1'S SEAL PROMOED ILLY FOR VVtF1CA710N OF WWGU)AD CONSTRUCT" DETAILS MIN 2500 PSI CONCRETE NOTT• MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 2 3 4' ED f 3/8' SIMPSON TITEN HD. 2-3/4' MIN EMBED. MIN B' BETWEEN JAMB BRACKET LOCATION JAMB BRACKET 1/4-201c9/16' TRACK BOLT AND 1/4-20 HEX N TRACK DIRFOT CONCRETE MODNDNnDDETAII KOR 1/ csF ' sy gA5 * ' No.77 —_ k * _ W= STAB OF . FSSj.....• \-` V MIN 2 A 4 SPF (G-0.42) OR BETTER WALL STUD N07F: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE m—L 1 - HOLD BACK INTERIOR SHEATHING- 5/1 6" LAC SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (A 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1 /4-20n9/16' TRACK BOLT AND 1/4-20 HEX N TRACK DIRF(:T ROOD MOUNTING DETAIL MAX 420 RC PER An FASTENER JAMB CONNECTION SUPPLEMENT REVISIONS P17 UPDATED TITLE BLOCK ESC 5/15/17 DRAWING PART NO. I REV. 324620 P16 i 1 /2/K.018 Florida Building Code Online Busine s 8t Professional Regulabion BCIS Home I Log In l User Registration I Hot Topics l Submit Surcharge i Stats & Facts 1 Publications i FBC Staff I BCIS Site Map i Links I Sear. Florida Product Approval f USER: Public Userprd Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL19715-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Silver Line Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 651) 264-4178 Nicholas. Kopp@andersencorp.com Authorized Signature Nicholas Kopp Nicholas.Kopp@andersencorp.com Technical Representative Jon Berrian Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 732)435-1000 jonberrian@sibp.com Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung 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 Hermes F. Norero, P.E. Evaluation Report Florida License PE-73778 Quality Assurance Entity Window and Door Manufacturers Association Quality Assurance Contract Expiration Date 12/31/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 ASTM E1886 ASTM E1996 ASTM E330 TAS 201 TAS 202 TAS 203 Year 2011 2008 2005 2012 2002 1994 1994 1994 I I Sections from the Code hftps://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtvA%2bxmzkl hGufBV5nRNMfolOM5dhG310CYhzgZSGol vg%3d%3d 1/2 1 /2/2018 Florida Building Code Online Q It Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised cur-marnt nf_Dre lurl-¢ Method 1 Option D 06/ 16/2017 06/ 16/2017 06/22/2017 08/08/2017 12/18/2017 FL # Model, Number or Name Description 19715.1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Installation Instructions Approved for use in HVHZ: No FL19715 R3 II SWD002 SS 2017-06-15.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See Installations Instructions and Product Evaluation FL19715 R3 AE PER4875 SS 2017-06-14.odf Report for design pressure tables and limitations of use. Created by Independent Third Party: Yes 7 .2 eries 2 / 0 Ing a Hung xtru a my ing a ung in ow Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL19715 R3 II SWD012 SS 2017-06-14.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero Florida P.E. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See Installations Instructions and Product Evaluation FL19715 R3 AE PER4807 SS 2017-06-14.Ddf Report for design pressure tables and limitations of use. Created by Independent Third Party: Yes 19715.3 Series 70 Model 2127 Single Hung Extruded Vinyl Single Hung Window Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL19715 R3 II SWD010 SS 2017-06-14.odf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero Florida P.E. 73778 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See Installations Instructions and Product Evaluation FL19715 R3 AE PER4805 SS 2017-06-14.Ddf Report for design pressure tables and limitations of use. Created by Independent Third Party: Yes 19715.4 Series 70 Model 2127 Single Hung Extruded Vinyl Single Hung Window Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL19715 R3 II SWD011 SS 2017-06-14.odf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero Florida P.E. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See Installations Instructions and Product Evaluation FL19715 R3 AE PER4806 SS 2017-06-14.Ddf Report for design pressure tables and limitations of use. Created by Independent Third Party: Yes Back Nezt• 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 sen electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wi< 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 licen! under Chapter 455, F.S., please click here . Product Approval Accepts: E JEJ191 Credit Card Safe https://foridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzkl hGufBV5nRNMfolDM5dhG310CYhzgZSGol vg%3d%3d 2/2 ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. INSTALL INDIVIDUALINSTALLATION ANCHORS WITHIN A TOLERANCE OF ItI/2 INCH THE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I. E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT, SKIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM( S). MAXIMUM ALLOWABLE SHIM STACK TO RE 3/1 INCH. SHIM WHERE SPACE OF VI6INCH OR GREATER OCCURS SHUN(SI SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RR WOOD SCREWS OR it GAUGE ROOFING NAILS OR ICE COMMON NAILS OF U FI ENT LENGTH TO ACHIEVE 1-InINCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SMALL MAINTAIN MIN. 3/8' EDGE DISTANCE. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE RR SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 H ASP RMUMN BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/ 8' EDGE DISTANCE THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RID WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/21NC}H MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. THAW GH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCKTO CONCRETEIMASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3 161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SMALL MAINTAIN MIN. 13/4' EDGE DISTANCE. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 010 SELF - TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM O ITARL4M PENETRATION BEYOND METAL WALL MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER AND SIDING. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUSE BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINEBUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN MEREIN 6 DESIGNED AND MANUFACTURED TO COMPLY WTTNTHE 6TH EDITION FLORIDA BUILDING CODE (FSC), EXCLUDING HVMZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMAIWDMA/CSA 101/IS.2/A440,W11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAN MIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPUEO PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX BUCKS (WHEN USED) SMALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. s, THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-MVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMJ4)ADE RER OR AN). 5. APPROVED IMPACT PROTECTIVE SYSTEM 6 KEQUDLED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL 7. IN ACCORDANCE WITH THE GTH EDITION FSC, WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SMALL RAVE BEEN PRESERVATIVE TREATED FROM FREF EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK. CHAPTER 23. INSTALLATION ANCHORS SMALL BE INSTALLED IN ACCORDANCE WITH ANCHOR B. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS SEE SHEET 6 FOR GLAZING DETAILS USED IN SUBSTRATES WITH STRENGTHS LESS TWIN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER 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 30DO PSL C. GROUT - FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO'ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 20DO PSL E. STEEL - MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF A7. 8 MIL (0.047r or 16 GAUGE). MIN, 1/2' COG( DISTANCE. F. ALUMINUM- MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/16'. MIN, 1/2' EDGE DISTANCE TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS A VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) S VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, 6 GLAsu DETAA MAX OVERALL SIZE CONFI6. DESIGN PRESSURE MISSILE IMPACT RATING WIDTH HE16HT36484' O/X 35 / -35 PSF NON IMPACT 38' 66- O/X 50 / -50 PSF NON IAPACr 38' 74' O/X 50 / -50 PSF NON IMPACT 38' 7T O/X 35 / -35 PSF NON IMPACT Al' 62' O/X 50 / -50 PSF NON IMPACT 4B' 72" O/X 35 / -35 PSF NON IMPACT 48- 8/• O/X 20 / 40 PSF NON IMPACT 52' 72' O/X 25 / •25 PSF NON IMPACT 36- 63. 75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 48' 96' O/X (ORIEL) 20 / •20 PSF NON IMPACT 72' 6r O/XO/X 35 / -35 PSF NON IMPACT 7r 84' O/X-O/X 35 / -35 PSF NON IMPACT 76' 6r O/XO/X 50 / -50 PSF NON IMPACT 76' 72' 0/XO/X 50 / -50 PSF NON IMPACT 76' 77' O/XO/X 25 / -25 PSF NON IMPACT' BO' 7A• O/X-O/X 35 / -35 PSF NON IMPACT 96' 74' O/X-O/X 30 / -30 P5F NON IMPACT 106' 62" O/X-O/X-O/X 50 / .50 PSF NON IMPACT LOB' 72' O/X-O/X-O/X 50 / -50 PSF NON IMPACT 108' bA' O/X-O/XO/X 25 / -25 PSF NON IMPACT rSilverLine f t*, Andersen IM711 ONE st" EalK oRLYE No.TH LRI,NSWICK N7 DnD: PK L7a2143•',= 0 F- O C y of ^ I. 3 C 00131 x1 z I NW7y aq 6y Ho F. Norolo. P.C. 5WD002 RoDSDD: I m aPP'D" IN'tloD m m FL#: FL19715 Dmo:2D17.XIS 16:11:U.04W SHEET: 1 OF 6 MAX FRAM HEIGHT 9! MAX FR, HEIGHT MAX FRAME inDTH 48- ELEVATION SINGLE HUNG WINDOW MAX FRAME WIDTH 96• ELEVATION TWIN SINGLE HUNG WINDOW or I QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR All 29024901 RATINGS. SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2902d902 RATINGS. TWIN UNIT CONFIGURATIONS MAX FP, HEIGHT t MAX FRAM HEIGHT 9! MAX FRAME WIDTH 48- ELEVATION SINGLE HUNG ORIEL WINDOW MAX FRAME WIDTH 108• --j TRIPLE SINGLE HUNG WINDOW rSilverljne t,Arldersen i r.ow. oo o• 014 saveluwt aavt NORTH clumm r. NJ anu U'YIM ONIM 1 N O w Z+ zvzl p 'N ^ z mtW LLJ Z < _ cc co R H W < oaco 4 n P 0 O Is 1(11111L1%` u z DWG tt: SWD002 SHEET: 2 OF L FA mN 2• MAX. FROM { CORNERS I II' MAX O.C. III MAX O.C. Y MAX. FROM CORNERS I .+oTL ••• ..r wms.r a w nF T 1Ew0, luu N0 39L1 ANCHOR LAYOUT NAR FIN - SINGLE HUNG WINDOW 2' MAX. FROM 4 1/2' MAX CORNERS I O.C, 4 1/2' 0., 2' MAX FROM CORNERS 6' MAX r 2LY MAX. FROM CORNERS O.C. 6' MAX FROM CORNERS IN 20' MAX. O.C. t 6' MAX. I FROMCOROM L ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW 1 16 1/2' MAX, O.C, L 6' MAX. 1 FROM J CORNERS 41/2' MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 12 3 MAX O.C.O. 1' MAX FROM 6.ONCxCORNERS 6' M 0.1 I` MAX FROM CORNERS 6' MAX FROM CORNERS 16 1/ 6' P/N 50-2995-2 FROM SEE SHEET 5 FOR DETAILS CORNERS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW Fes---- 6' MAX. O.C. ANCHOR LAYOUT NAIL FIN - TRIPLE SINGLE HUNG WINDOW 12' MAX. O.C. IFE]l LEI 7 11LEII no 01IEB ANCHOR STRAP P/N 50-2995-2 SEE 5HEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW Silver Line L-%Anderxan OW 5ILWft IE 022K noorN "w wfq NJ or"z n ps,t>gsmoo um bZ• 1 W{y syp N 2mt oWcx Z j, a<mC N j Z43w Lu F WF Lc L1 o0 TL NJ O G Ln 0 H o Lu o NFFF *IIIIII I` R e DWG ts: SW0002 SHEET: 3 OF 6 CONCRETE/ MASONRY 1 1/2• MIN. BY OTHERSJ4 EMBEDMENT CAULK BETWEEN I Ver LineAndersen CONCRETE/ MASONRY S 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6FOR • CONNECTION DETAILS 3/E' MIN. — s8 WOOD SCREW EDGE DIST. rnri;H ur w azr INSTALLATION ANCHOR n r>ul.rwoo S EXTERZgERIMETER / — 1/4• MAX. 1/4• MAX MIN. 3/8' EDGE DISTANCE 8 d w Z SEALANT / \ SHIM SPACE SiiIM SPACE N H O N3o o0J` O.A. BY OTHERS I Z UNIT \ / SASH REINFORCING j •o W m " ` HEIGHT EXTERIOR / INTERIOR SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS W' x > a < mt' SEE GLAZING PENETRATION BEYOND (= p J < 1 DETAIL SHEET 6 METAL STRUCTURE Z•, s m w'K SEE GLa2ING INTERIOR 48 GR. 5 SELF•TAPPING'SCREW N Lu DETAIL. SHEET 6 INSTALLATION ANCHOR a METAL STUD BY OTHERS, ' v SEE SHEET 1 INSTALLATION o g VERTICAL SECTION NOTE 14 O m J HEAD-2X WOOD BUCK EXTERIOR FINISH NAIL FIN BY OTHERS to SEE 6LAZING EXTERIOR PERIMETER SEALANT O a DETAIL, SHEET 6 8Y OTHERS O vO.A. y EXTERIOR INTERIOR WIDTH H c Z UNIT W '^ P HEIGHT / w PERIMETER 1 \ - C HORIZONTAL SECTION BY OTHERS 1/4• MAX a 1AMB • METAL STUD EXTERIOR FINISH SHIM SPACE NAIL FIN BY OTHERS US WOOD SCREW O., . °,L,4+ 0<0INSTALLATIONANCHOR 3/8' MIN, EDGE DIST. X WOOD BUCK BY OTHERS - V\ 1 SEE SHEET 6 F0 a '. Z .t q CONNECTION DETAILS pr a , CAULK BETWEEN a! ..• CONCRETE/ MASONRY ANCRETE/ MASONRY 6 2X 1 1/2• MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT in is hZm Go of = 2VERTICALSECTIONN N Z Y < a SILL •2X IL FIN CK DSW0002 ' NAIL FIN SHEET: 4 of 6 10 WOOD SCREW INSTALLATION ANCHOR CONCRETE/MASONRY BY OTHERS ' CAULK BETWEEN ' CONCRETE/MASONRY- By OTHERS ............. EXTERIOR FINISH PERIMETER SEALANT) BY OTHERS O.A. EXTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4' MIN. EDGE DISTANCE 2X WOOD BUCK/5TUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE SASH REINFORCING SEE SHEET 6 OR REQUIREMENTSa SEE GLAZING 1 1/2' MM DETAIL SHEET 6 EMBEDMENT INTERIOR 1/4- MAX. SHIM SPACE INTERIOR VERTICAL SECTION S HEAD -2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP UNIT P/N 50-2995.2)' DETAIL AT HEIGHT RIGHT FOR INSTALL. REQ. PERIMETER SEALANT BY OTHERS— 1/4- MAX r SHIM SPACE i1 EXTERIOR FINISH I BY OTHERS I Va• MIPL PRECASTSILL BY OTHERS3/16' L** EMBEDMENT ITW TAPCON INSTALLATION ANCHOR'a T 3i4-.MIN ° EDGE DISTANCE per VERTICAL SECTION 5 SELL-CONOUTE/MASONRY THROUGH FRAME EXTERIOR O.A. UNIT WIDTH MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2' EDGE DISTANCE 10 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/5TVD OR APPROVED l-MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT BY OTHERS F HORIZONTAL SECTION 5 JAMB- METALTUBE/STUO OR APPROVED MULUON THROUGH FRAME 5) 1*14 PANCAKE HEAD SCREWS FROM STRAP TO 4 0000 4 0000FRAME, HOLES PROVIDED TO ACCOMODATE 014 DIA. 2 0000 2.0000 0.500 0.0620 0. JU(Z) l 1 3.0000(2) 1 6.0000 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16- ITW TAPCONS PER STRAP, MIN, 1-1/4' EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE, B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, 6R. 5. PER STRAP. MIN. 3 THREADS PENETRATION, MIN, 3/4- EDGE DISTANCE, C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1.1/2' EMBEDMENT, MIN. I' EDGE DISTANCE, SilverLine Andersen ONE :u E xvNoatNrucwlcwtttxr oyoz nc cr ,n co0 um Z 83 < g v;BI n a a C: x t b W L` 0 Z'm c w = <WH T -: W- y W V co ZM w coG Z u cc a dm h e In0 V) Z wH C) < F{ zo :> vm H " c O Lu a G w o 31 i N Y W H NZ a DWG #: SWD002 SHEET: 5 OF 6 Silverlin(i NOTE: b!r'iltdt'rSM ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTSg7qjOUTLINEDINCURRENTFBCANDASTME1300 . GLASS LOAD RESISTANCE. .o..•....•• INTERIOR aEauw--wt puvE hmTm Saw wcct w avw nc G'+tl u..aoo 5/8' O.A. I.G. GLASS d 3 INTERIOR Z"zV) i g Zr. o N 0 ? ^, A EXTERIOR / \ INTERIOR oc x o '•' w . SMALL' FRAME 0 0 MIN. GLASS "' W i C cc m REINFORCING EXTERIOR REINFORCING BITE Ur 2 w m a Z& SEEBELOWFORREINF. EI3J SEEBELOWFORRF. \ - ++ n N 'K ++ a x REQUIREMENTSREQUIREMENTS. 1/8' SETTING BLOCK VERTICAL SECTION HORIZONTAL SECTION MEETING STILE 6 INTERMEDIATE FRAME MULLION GLAZING DETAIL 1 a .d OT / 1 m J ZLu i ALUMINUM SASH REINFORCING O 1 NOTE: H O j ISREQUIREDFORTHEFOLLOWINGSIZE/RATINGS: L LOCATION OF BUCK OR WINDOW ANCHORS MAY BE 48 X 72. (O/X), DESIGN PRESSURE •/- 35 PSF ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER 36 X 84, (O/X), DESIGN PRESSURE •/- 35 P5F SPACING BETWEEN ANCHORS SUCH THAT MAX, O.C. O 38X74, (O/X), DESIGN PRESSURE •/- 50 PSF SPACING SPECIFIED 15 NOT EXCEEDED. 38 X 77, (O/X), DESIGN PRESSURE •/• 35 PSF 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK o 0 72X84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF W 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 1/4' ITW TAPCON ANCHOR O 108 X 72, (0/X-0/X-O/X), DESIGN PRESSURE •/-50 PSF 4' FROM CORNERS 16' MAX. O.0 THEREAFTER 2X WOOD BUCK OF SUFFICIENT r DEPTH TO FULLY SUPPORT •.. •..• 4f 1 -STEEL INTERMEDIATE FitAME'LARGE' REINFORCING WINDOW FRAME. . i Jll BY OTHERS•yyE ISNOTREQUIREDFORTHEFOLLOWINGSIZE/RATINGS: 1 1/4' MIN - 76 X 62, (O/X-0/X), DESIGN PRESSURE •/- 35 PSF EMBEDMENT +, 1 112, MIN EDGE DISTANCE = A r •+ : d 2• MIN. EDGE d• '.a DISTANCE CONCRETE/ MASONRY 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING BY OTHERS IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATIN65: ' m m Z. • 76X62, (O/X-O/X), DE$IGN PRESSURE •/• 35 PSF 8UCK INSTALLATION DETAIL _ z 0 o v owe u: SWD002 SHEET; L OF 6 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# FL19715 Report No. 4875 61h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — D (Engineering Evaluation) 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: 06/14/2017 Contents: Evaluation Report Pages I —4 Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2017.06.14 21:54:09-04'00' 1111//,. S F. O 7 O T T Tom'•. .• ' 46 s/ONA1- Hermes o, P.E. Florida No. 73778 lrl^BUILDING DROPS A\\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(d) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 06/14/2017 Report No: 4875 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method 1d 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 6th 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 61h 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 61h 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 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 06/14/2017 Certificate of Authorization: 29578 Report No: 4875 Quality Assurance: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a quality assurance program audited by an approved quality assurance entity through Window and Door Manufacturers Association (FBC Organization #: QUA2515). 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: B9241.01-109-47 5/18/2012 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 E9223.01-109-47 10/28/2016 2. Quality Assurance Window and Door Manufacturers Association FBC Organization #: QUA2515) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 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: 06/14/2017 Report No: 4875 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 1/2/2018 Florida Building Code Online CIS i`iome I Log In I user peg,sua,,on i not TOPICS 1 SUDMIl S:,u marge I Stats & racrs I YUDucauons . rnC Starr, LIlIK5 1 Dear Fonda r mp Product Approval P USER: Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL12194-R6 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 0 Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Zachary R. Priest Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden O Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R6 COI ALC15001.3 2017 FBC Evaluation Report 04 T4 Soffits final.p Referenced Standard and Year (of Standard) Standard Year AAMA 1402 2009 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysAL40g2sYQvu%2bwcrWmooed2jQ%3d%3d 1/2 1 /2/2018 Florida Building Code Online Date Submitted 09/06/2017 Date Validated 09/06/2017 Date Pending FBC Approval 09/13/2017 Date Approved 12/12/2017 Date Revised 12/15/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use) Installation Instructions Approved for use in HVHZ: No FL12194 R6 11 ALC15001.3 2017 FBC Evaluation_ Report 04 T Soffits final.pdfApprovedforuseoutsideHVHZ: Yes` Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021`\ Design Pressure: +80/-90 Other: See Evaluation Report for limits of use., Created by Independent Third Party:_Yes'j Evaluation Reports' FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Report 04 Soffits final.pdf, Created by Independent Third Party: Yes; Back Nenf 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 sen electronic mall to this entity. instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wi<- 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 licen: under Chapter 455, F.S., please click berg_. Product Approval Accepts: Credit Card Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysAL4Qg2sYQvu%2bwcrWmooed2jo%3d%3d 2/2 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017) Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. ALC15001.3 FL12194-R6 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6'" Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. Q •.•GENS•Fcr''. No 74021 STATE OF '•UJ s,off O p : •' O R I•• ,` CERTIFICATION OF INDEPENDENCE 2017.09.01 10:06:18 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 1 ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 072-inch dia. x min. 3/16- 0 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head diatrip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced hnel 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each pa panellapphead dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 3 FL12194-R6 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch O.C. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood c. 4-inch oand securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12- inch o.c. Max. One ( 1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F- 3 16- inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 16-inch head dia. trim nail 25. 6 inch o.c. O.C. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F- 4 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 3 FL12194-R6 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width W Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16 inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max Three (3) 18 ga.1/4-inch crown x 1- 1o. ch leg staple spaced 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood panelo.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No 2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1-inch 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood a legstaplespaced8- finishing nail with min. 80/-90 diamond pattern inch ring One ( 1) min. 1.75-inch inch o. 3/ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1 x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staple spaced 8 finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 3 FL12194-R6 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width W Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in min. each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d rinrininincho.c. and securing 3/16-inch head spaced spaced 16- inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0. 072-inch diameter finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o c nail 24- inch o.c. x 0.072-inch diameter finishing nail with min. 3/16- inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1 x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 16-inch spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'h- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16 min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. I/.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 63.3 inch x 7d ringg pattern spaced 16 min. 2.25-inch x 7d securingeach panel 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.3 FL12194-R6 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 3/8" head dia. nail with min. lyW" engagement(for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I I\—"F" CHANNEL FFIT OVERHANG WIDTH VARIES) 12F-3 wood Wood, Concrete or Block w FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail PLCI `" `, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• DIAMOND PATTERN D ETAI LLlr CROWN STAPLES USING A DIAMOND sr v csKrvM/ i PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4• CROWNJTRIMMLFACIA BOARD 8. 1 STAPLE ON CENTER 1-3/4• TRIM NAIL P• F•CHANNEL CAN BE PAINTED S.S. 48• INSTALLED CAPWITHTHEO.C. FASCIA NAILING FLANGE UP OR 3/4• X 1/4• DOWN CROWN STAPLE SOFFIT -max. 12-inch span WOOD S SUBSTRATE SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-R6 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER n `, SOFFIT STAPLE GIST DIAMOND PATTERN I DETAILU1319' FACIA BOARD 11 KTVEEM% STAPLES / 3/4" X 1/4- CROWN STAPLE -24- JS.S. ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X 1/4- CROWNFACIA B" 1J—CHANNEL BOARD 1-3/4- TRIM NAIL STAPLE ON CENTER PccrewedtosoffitPAINTEDone(1) #8 x S.S. 48"with FASCIA CAP 1/2" x 3/8" head diameter screw, O.C. 3/4" X 1/4" 16" o.c. CROWN STAPLE SOFFIT —max. 12-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.3 FL12194-R6 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARO PAINTED S.S. FASCIA CAP SOFFIT 1-4- CROWN STAPLE OPEN RAFTER FASCIA BOARD 45 61 5/B' f-NL4 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL F' CHANNEL SOFFIT; MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/8" head dia. nail with min. 1%" engagement(for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block wall ZW STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC 15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, `, SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN I 1I3/4• X 1/4• DETAILCROWNSTAPLES USING A DIAMOND 3r r PATTERN FACIA BOARD i FASCIA CAP 16F-4 IN 3/4" X 1/4" CROWNJTRIM"LFACIA BOARD 8" 1 STAPLE ON CENTER 1-3/4• TRIM NAIL P" F" CHANNEL CAN BE PAINTED S.S. 48" INSTALLED CAPWITHTHEO.C. FASCIA NAILING FLANGE UP OR 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT —max. 16-inch span W00D SO SUBSTRATE SOFFIT & FASCIA DETAIL ALC15OO1.3 FL12194-R6 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT 1'x4' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1'x}' CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE 1 6F-6 DIAMOND PATTERN / \ DETAIL CAP; REFER TO SO / \ i0 SOFFIT L FASCIA F' CHANNEL OETA0. I 3/8 SOFFIT; MAX. 16' SPAN WOOD / SUBSTRATE \ t / SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 0* KtWM SOFFIT STAPLE olsr I I f ; DIAMOND PATTERN D ETAI L FACIA BOARD 1 yr otTv[o / STAPLES / 3/4- X 1/4' CROWN STAPLE -24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4' X 1 /4' CROWN STAPLE -8' ON CENTER 1-3/4' TRIM NAIL FACIA BOARD CHANNEL 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4' X 1/4' CROWN STAPLE SOFFIT —max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'.4' CROWN I FASCIA CAP STAPLES USING A DIAMOND SDfF11 PATTERN; REFER TO 1-.1' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 I- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1'.J' CROWN STAPLE -- FASCIA CAP; REFER TO SOFFIT i FASCIA \ DETAIL Nominal I'a2' SYP F-CHANNEL Batten Anchored to SOFFIT; MAX. 2C' Ral tors with ana ld Ring Shank Nail at W000 SUBSTRATE IeveryRailer / SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t" TRIM NAIL FASCIA BOARD PAWTEO S.S. IA- SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT 1".1- CROWN STAPLE 1 t" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT &FASCIA 24F-2 & DETAIL 24 F-5 I"r!' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Nommal 1'1" SYP Batten Anchored to SOFFIT: MAX. 24' F-CHANNEL Rafters with one 7d Ring Shank Had at every Rally WOOD SUBSTRATE ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TRIM NAIL FASCIA BOARD 14GA T-NAILS PAINTED S.S. FASCIA CAP SOFFIT 1'.1' CROWN STAPLE I {' TRIM NAIL FASCIA BOARD PAINTED S.S. L SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 PLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal I'a2' SYP Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with one 7d Ring Shank Nail at every Rafter MASONRY ALC15001.3 FL12194-R6 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'.I' CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO CANTILEVERED r'c}' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD I TRIM NAIL SOFFIT & FASCIA PAINTED S.S. DETAIL 24J-1 & I-.1' CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT L FASCIA 10 DETAIL / \ Nominal I' . r srP battens B+ scabbed between and 7SOFFIT: MAX. 24- 1-CHANNEL secured with one (1) t) 7d7s ring shank nail straight-nalled through the rafter Into the end WOOD SUBSTRATE of the batten ortwo (2)7d \ I ring stunk nails toe -nailed on / either Me of the ballem at the - batteNnfter intersection / SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean HeR hotfft Basic Wind Speed mph) 120 130 146 150 160 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 Enclosed 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC 15001.3 FL12194-R6 Paqe 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean offtRoof ftHeight Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 5 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 Enclosed 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 Loads) 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC 15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean HeR htfft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 4 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" — r 1/8" HEM 1j T .7 3/4" y 3/8" ISOMETRIC VIEW 3/E- PROFILE ISOMETRIC VIEW 3/E- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC S 3/4" 7/81, 1/B" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 0.2S' TYP 0 125' TVP 18" BLANK 3 / 8 PROFILE 21TS atf o W TVP 000ao aaa 000ao 000 ooaoo 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" 7/8, 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2'. 3/8" 13.75" BLANK 3/8" PROFILE 2.175' AEF 0 50' TYP 0 25' TYP 0 125' TYP ooaao aaoo aaooa 0000 00000 oaaa END OF REPORT ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T„ EDITION (2017) Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.3 FL12194-R6 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ALUMINUM COILS, INC soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffitpanels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001. 3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6'h Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. Vk. R. AA- 1' i Q,••. E NSA•. cS' '• No 74021 C; O'.. STATE OF : 4o CERTIFICATION OF INDEPENDENCE 2017.09.01 10:06:18 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages) 2) APPENDIX B —Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location 1 1 ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved S stems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psD Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3/16 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced inch 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lapp head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001.3 FL12194-R6 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16 inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8 inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o c. ALC15001.3 FL12194-R6 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- t43.3 16-inch spaced 8 inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J 1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1l4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood le g staple spaced 8 finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width W Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern inx 7d ring inincho.c. and securing 3/16-inch head spaced spaced 16- inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0. 072-inch diameter finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24- inch o.c. x 0.072-inch diameter finishing nail with min. 3/16- inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1 x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'/.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga1-inch . '/.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75 lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.3 FL12194-R6 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 3/8" head dia. nail with min. lu" engagement(for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & \— SOFFIT (OVERHANG WIDTH VARIES) 12F-3\—"F" CHANNEL wood, Concrete or Block wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, `1 SOFFIT STAPLE OPEN RAFTER 3/4' x 1/4- DIAMOND PATTERN DETAILaflrCROWNSTAPLES USING A DIAMOND NErvmN ST s / PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACIA BOARD 8' 1-3/4' TRIM NAILr7'F' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- max. 12-inch span WOOD 50FFIT SUBSTRATE SOFFIT & FASCIA D ETAI L ALC15OO1.3 FL12194-R6 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER 3/4- X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TRIM NAII screwed to soffit PAINTED S.S. 48' with one11) He x 1/2" x 3/8" head O.C. diameter screw, 16" o.c. SOFFTT—max. 12-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN I I FACIA BOARD a/s KTVECN D ETAI L sr csFLU ASCIA CAP 3/4' X 1 /4' CROWN STAPLE "B" ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-R6 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11' TRIM NAIL -\ FASCIA BOARO PAINTEU S.S. FASCIA CAP SOFFIT 1'14. CROWN STAPLE OPEN RAFTER FASCIA BOARO N 61 5/8' T-N:JI 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 1 FASCIA OETAIL F' CHANNEL SOFFIT; MAX. 1V SPAN MASONRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No 16F-3 Installation Detail Min. 3/8" head dia. nail with min. lti" engagement(for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement(for concrete or block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, ConcrPr.e or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. S.S ,, . . 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail srnr SOFFIT STAPLE OPEN RAFTER 3/a- x 1/a- DIAMOND PATTERN I i 1 DETAILcROWNSTAPLES USING A DIAMOND " snw.Es i PATTERN FACIA BOARD ` FASCIA CAP 16F-4 3/4- X 1/4- CROWNJTRIMMLFACIA BOARD 8. 1 STAPLE ON CENTER 1-3/4- TRIM NAIL P" F" CHANNEL CAN BE PAINTED S.S. 48" INSTALLED FASCIA CAPWITHTHEO.C. NAILING FLANGE UP OR 3/4X1/4" CROWN STAPLE SOFFIT —max• 16-inch spanWOODSO SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT 1-4. CROWN STAPLE OPEN RAFTER FASCIA BOARD 1'rj' CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN / DETAIL FASCIA CAP; REFER \ TO SOFFIT i FASCIA F' CHANNEL---,--*, HANNEL DETAR. I 3/8 SOFFIT; MAX. 16' SPAN H\ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3% `, SOFFIT STAPLE GIST I STNUS DIAMOND 1 DETAILLVI PATTERN FACIA BOARD , SETvmr / wftcs 3/4' X 1/4' CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 PJ 3/4' X 1/4' CROWN 8' 1-3/4' TRIM NAIL FACIA BOARD CHANNEL 1-3/4' TRIM NAIL STAPLE ON CENTER PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4' X 1/4' CROWN STAPLE SOFFIT —max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'a4• CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN; REFER TO I'.1- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-1 & DETAIL 24F-4 - 1'4' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA \ DETAILV1 / Nominal 1SYP Batten Anchored to SOFFIT; MAX. 24' ith I 3/ 81 F-CHANNEL Ratters vifh one Td Ring Shank Nail at WOOD SUBSTRATE every Rafter / SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I- TRIM NAIL FASCIA BOARD PAINTED S.S. 14- SMOOTH SHANK I FASCIA CAP ROOF NAILS SOFFIT CROWN STAPLE 1 1" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'a1- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Nominal 1"a2' SYP F-CHANNEL Ballen Anchored to SOFFIT; MAX. 2A' Rafters rith one 7d Ring Shank Nail at every Rafter WOOD SUBSTRATE ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD 14GA i' T-NAILS PAINTED S.S. FASCIA CAP SOFFITI 1'xj' CROWN STAPLE 1 I- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 1'x1' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL Nominal 1'xI' SYP Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with one 7d Ring Shank Nail aI every Rafter MASONRY ALC15001.3 FL12194-R6 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail If' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'4' CROWN FAS[IA BOARD FASCIA CAP SOFFIT USING A DIAMOND PATTERN; REFER TO CANTILEVERED I-4' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER — DETAIL STAPLES 1 - TRDI NAIL SOFFIT & FASCIA PAINT[o s.s. DETAIL 24J-1 8r I"r' CROHN STAPLE 24J-2 FASCIA CAP; REFER To SOFFIT L FASCIA DETAIL / Nominal I' a 2' SYP battens 8• \ . xaetlbetween 1)7d and SOFFIT: MAX. 2L" secured I 3/8 1-CHANNEL wdn one (t) 7d ring shank nail straight -nailed th gh the rafter into the end HOOD SUBSTRATE of the batten or two (2) 70 \ I ring:(rank nads toe-rwled on / either side of the battern at the bast nirartef intersection / t SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 51G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vint is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean HeR htfft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Enclosed 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean HeR htfft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 Enclosed 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 5 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20:6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean HeR hotfft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 1 -70.0 77.5 Enclosed 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Enclosed 4 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" — 1/8" HEM T7 3/4" ISOMETRIC VIEW 3/E- PROFILE ISOMETRIC VIEW 3/E- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8„ 1/8" HEM 6"FASCIA i" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 02SiVP 0 12S T'P 18' BLANK 3 / 8 PROFILE 2.1 TS FEF oaooa 0000 00000 000 ooaoo ooao ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALC15001.3 3 1/8" 7/8" 1 3 1/8" 7/8, 1 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 3/8" 13.75" BLANK 3/8" PROFILE 2 nr REF 0WTYP o2sm o.+2s• Tvv oaoa a0000 a000 F 00000 oaoa END OF REPORT FL12194-R6 ALUMINUM COILS, INC Soffits Appendix D Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1/2/2018 Florida Building Code Online lit BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Sta[s & Facts I Publications I FBC Staff I BCIS Site Map I Links I Sear dFloridaopr : product Approval"- USER: Public User Product Approval Menu > Product or Application Search > Aoolication List > Application Detail FL # FL5444-R12 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 0 Product Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 20 Moores Road Malvern, PA 19355 610)893-5400 mark.d.harner@saint-gobain.com Authorized Signature Mark Harner mark.d.harner@saint-gobain.com Technical Representative Mark D. Harner Address/Phone/Email 18 Moores Road Malvern, PA 19355 610)651-5847 Mark.D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email • Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer O Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE O Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R12 COI 2017 01 COI Nieminen.Ddf Referenced Standard and Year (of Standard) Standard ASTM D3161 ASTM D3462 ASTM D7158 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D file:///C:/Users/ERappold/Desktop/2017%20PRODUCT%20APPROVAUFlorida%20Building%a20Code%200nline.html Year 2016 2010 2011 1/2 1 /2/201 B Florida Building Code Online Date Submitted 09/07/2017 Date Validated 09/12/2017 Date Pending FBC Approval 09/15/2017 Date Approved 12/12/2017 Summary of Products od , N mb r o Na . e sc pti 5444.1 CertainTeed Asphalt Roof Shingles 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL5444 R12 II 2017 09 FINAL ER CERTAINTEED ASPHALT Approved for use outside HVHZ: Yes SHINGLES FL5444-R12.Ddf Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports FL5444 R12 AE 2017 09 FINAL ER CERTAINTEED ASPHALT SHINGLES FL5444-R12.odf Created by Independent Third Party: Yes Ba- ckn Next The State of Florida Is an AA/EEO employer. Coovriaht 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 sen electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wi: 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 licem under Chapter 455, F.S., please click here . Product Approval Accepts: M ®EN E M Credit Card Safe file:///C:/Users/ERappold/Desktop/2017%20PRODUCT%20APPROVAUFlorida%20Building%20Code%200nline.html 2/2 QOTRINITYIERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 1935S 610)651-5847 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT i#13 OXFORD, CT 06478 203)262-9245 Evaluation Report 3532.09.05-1113 FL5444-R12 Date of Issuance: 09/22/2005 Revision 13: 09/05/2017 SCOPE: This Evaluation Report is issued under Rule 614320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6`h Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roof Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: 4 Gil— - : U Robert J.M. Nieminen, P.E. T Florida Registration No. 59166, Florida DCA ANE1983 4—. The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 09/05/2017 This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roof Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 61h Edition (2017) Florida Building Code and 61h Edition 2017) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2010 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161 2016 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158 2011 3. REFERENCES: EntitY Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.11684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC [TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787586427 01/25/2017 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 03/09/2020 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate oJAuthoriration #9503 6"' EDITION (2027) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 2 of 12 r QOTRINITYIERD 4. PRODUCT DESCRIPTION: 4.1 CT20"1, XT'" 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia", Belmont®, Belmont® IR, Carriage House Shangle®, Grand Manor Shangle®, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark TM Premium, Landmark' TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris"m are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar CreStTM IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use within FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM 137158, Class H, indicating the shingles are acceptable for us in all wind zones UP to V,sd = 150 mph (Va„ = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vasd = 150 mph (Vast = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt Roof shingles listed in Section 4.1 through 4.6 (except Presidential Solaris—) exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 150 mph (Val, = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with F.A.C. Rule 61G20- 3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R13 Certificate of Authorization #9503 6t" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 3 of 12 TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1511 or R908 and CertainTeed published installation instructions. 6.4 I CT20 ", XrT'" 25; 30, X1T O34IR h t'. LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) 305 mm) mm) t( 305m) Sealant 1"(25mm) 5 5/s" (145 mm5r/2,,PltMrwv i METRIC 131/8" 131/e" 131/a" 1"(25mm) Sealant 1"(25mm) 6 r/8.. Figure 11-3: Use four nailsfor ei.my ftdl sbingle. Use four nalls and six spots of asphalt roofing cement* for every hdl shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D4586 Type 11 is suggested. I - Raoling Cement Apply 1" (25 nm) spots of asphalt roofing cement under each tab corner. Figure 1I4- Use four nails and sic spots ofaspball omtenl on sleep slopac CAUTION: Excessive use of roofing cement can cause shingles to blister. 6.4.1 Hip & Ridge for CT20—, XT" 25, XT" 30, XT" 30 IR: Cut Shingles 251mm) 2"(50mm) 1 rRemove l I I i if — — — _ _ 1 — — _ t- _ — — 11 J 17 Cap Cap Cap m) Shingle Shingle Shingle Figure 11-24. Oil labs, them trim back to make rnp sbingles English dimensions sbhum). 12"(305mm)Ease° 5" C` ° 125 mm) — — Sues a Ts l`5 1 mot N°jOoe o a Figure 11-25: Installation of caps along The bips and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NPl`"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate oJAuthorieation a9503 6"' EDITION (2017) FBC NON-HVHZ EVALUATION FLS444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-S847 Revision 13: 09/OS/2017 Page 4 of 12 TOR IWry ERD 6.5 ARCAIJF:•,:txy' :11;.,x;nL.`•.,., ,.w•, LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for every full shingle located :LC shown below. Use SIX nails and FOUR spot, of asphalt roofing cemcut for even' full shingle as shown below. Apple asphalt roofing cement 1"(25 mm) from edge of shingle. Asphalt roofing cement meeting MMM U 4586) Type II is suggested. 1.(25nm)--I Nvl Line ' niil Nad Line , Fit,,are 2: U e si.v nuils.f,r ererrf2dl shingle. 6.5.1 Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest'" IR r' (25 MM) V (25 mm) L L I Fi uira j: Use si.r nails and four spots of aspbulr roofiuk, ce,nenl on .clue/) sGilies. Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NPi'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line Y. to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. 203 arm)--i'( 305ZMM) sure Hand -sealing adhesive 4" 1 /4" 3/4" — I 1" Dab of asphalt cement between 1" shingle layers Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate ofAuthoriration #9503 6'" EDITION (2017) FBC NON-HVH2 EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 5 of 22 QOTRINITYIERD 6.6 BELIVIONT xOR BELMONT, IR: i:.T z'' { ?i', + •' r ' t}a Vk.r ..tR Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of 6.6.1 6.6.1.1 6.6.1.2 6.6.1.3 y SB' 06 niN Use FIVE nails for every full Belmont shingle, located as shown below. PI014A VO4, P 0014.6000, 1oo, 1 o AdddiorrJ mils if required. 5/B' 06 asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 1119 T t' (25 rvn) Hoofing Cement Hip & Ridge for Belmont® or Belmont® IR: Option 1: For Belmont®, refer to instructions herein for Cedar Crest'" or Cedar Crest'" IR hip and ridge shingles. For Belmont® IR, refer to instructions herein for Cedar Crest'" IR hip and ridge shingles. Option 2: For Belmont®: Shangle® Ridge Figure 17-18: Sbangle' Ridge. 18 Remove topeExposure from the right side 1' ,'` 8• and fasten SECOND Fasten the I .x, left side 85/8, RIGHT FIRST LEFT Figure 17-i9: installation ofS'banglem Ridge sbitrgles on bips and ridges. For ASTM D3161, Class F performance use BASF "Sonolastic® NPl'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate oJAuthoriration #9503 6"EDITION (2017) FBC NON-HVH2 EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 6 of 12 Q0TRINITY I ERD 6.7 C.ARR G HOUSE SI ANGLE rA ND GRAND MANOR SHANGtI - , `,tip+, Y c," .y?iJ $ ; ; .;).i•-:' ' 4 LOW AND STEEP SLOPE STANDARD SLOPE Use rive nails for every full Shangle. F- 5/8" 16 mm) 4moo, NoA'.A V 25 mm) 88SO* 220 mm) figure /7-1: Use f tv nails fir ere , frill Grand,flanor Sbangle, Carriage House Sbangle. or Centennial Shale, Use seven nails and three: spots of asphalt roofing cement for every full GrandManor Shingle. Use five nails and throe: slots of asphalt roofing cement for even` fill Carriage (louse Shangle and Centennial Slaic. Apply asphalt roofing cement 1- (25 inn) from edge of shingle Fignrre 17.5). Asphalt roofing cement mecting kSMI 1),1586 711)e II is suggested. 10, 410, oil 010,0 00'swefigure 17-5: Wbr n installing Grand Jlmtor Sbang4`s on steep slopes. use ser•en nails and lbree spots of aspball roofing cement. 6. 7.1 Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6. 8 LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" 1--( 305 mm) --(375 mm)-- --(305 mm)--1 1" ( 25 mm) Release Tape F (25 mm)--I 1112" NailableT . Area LANDMARK TL NorthGate: 131M' 13" 131/2" 1--( 343 mm)----(330 mm)-- --(343 mm)-- I-- 1" (25 mm) 1" (25 mm)--I -- figure 1:1.4: Use four nails for errq• frill sbingle. WIDE r" ING 12' 14 3/4' 12' 1AREn 1305 mm) (375 mm) — (305 mm) t Nailing Limits r~ 1' ( 25 mm) Upper nal Ino L:(25 owerrwlIne Nailing areas for low and standard slopes (from 2:12 to 21:12) Nal betbven upper Q beer Ines as down above. Exterior Research and Design, I.I.C. Certificate ofAuthori:ation #9503 61" EDITION (2017) FBC NON-HVHZ EVALUATION CertainTeed Asphalt Roof Shingles; (610) 651-5847 Evaluation Report 3532.09.05-R13 FLS444- R12 Revision 13: 09/05/2017 Page 7 of 12 STEEP SLOPE Use six nails and four spols of asphalt roofing cement for every Cull laminated shingle. see below. Asphalt roofing cement should meet ASTM D4586 1),pe U. ,lpply I' spots of asph:dt roofing cement undo each corner and at about 12' 10 13' in from each edge. METRIC DIMENSIONS 12'— 143/4" — 12"— 305 mm) (375 mm) (305 mm) I*,nm..(25mm) Nail AreaForSteep( 25 mm) ' — (25 mm; 1nt QOTRINITYIERD LANDMARK TL 1312" 13' 13 /2'= 343 mm) (330 mm) 1 (343 mm) 1"(25mm) 1'(25mm)-1 ROOM, IIiiI:lL l'SLuL'tl Figure 13.5: Use six nails and four spots of asphalt roofing cement on sleep slopes NorthGate: STEEP 12' 14-3/4' 12' NAILING `( 305 mm)—-- (375 mm)-- --(305 mm) --1 AREA I Nailin (,imits 1'(25 mm) betwee i.Jp ver 1•(25 mm)— -- nal Ines. Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail lines as shown above. 1 „ 25 mm) 6.8.1 Hip & Ridge for Landmark'-. Landmark'" IR. Landmark'" Pro. Landmark'" Premium. Landmark'" TL Landmark'" Solaris, LandmarkT' Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 97/e' 305mm) (250mm) 6' 6' g15/16' 415/16' 150mm) (150mm) ( 125mm) (125mm) Notch for Notch for Centering Centering 12 • i 131/4' i 305mm) Notches for Alignment o T (337I Notches for Alignment to 5 the Top Edge of the Previous (180mm) the Top Edge of the Previous (196mm) Cap for 5'(125mm)Exposure I Capfor5518'(141mm)Exposure English Dimension Metric Dimension Shadow Ridge— Shadow Ridge — Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R13 Certificate of Authorization #9503 6r" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 8 of 12 1 9 27132' 250 min) 4 15116' (125 min) f centeiing Notch 13 1/4' J337min) \ Align these / notches to top edge of previous eowse NorthGate Ridge QOTRINITYIERD 13 1 /8" 333 mm)— I--6 5/8'-N1-6 5/8'- 168 mm)I 168 mm 1 / 1 Centering 13 1/4' ` Notch ' 7 9* 337 min) \Align these1 notches to top 7 518' 19I mm) edge of previous course. NorthGate Accessory 12' 305ma') Laying Notch I I 5' (125mm) I I I ICl/ E,Vosure I I Figure 13-2& Use laying notches to center shingles on hips and ridges, and to locale the comet;! arposuru 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic• NPl1" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R13 Certificate ofAuthori:ation #9503 6"' EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 9 of 12 TOR IWry ERD 1. ". .7'-S.:,Y••`J.'hh. .. *,.: t..ti} w`. . .'iI .j AN 1l'R'TM: y+rZ ' 6.9 :PRESIDENTIAC'SHAKET""; PRESI[ENTIAL':$HAKE'"xIR;'P RE.SIDENTIALSHAKTtLM, PRESIDENTIAL°SO%LARISypyf' LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use dine nails for each full Presidential shingle and shingle as shown below. apply I' diameter spots of asphalt roofing ceu)ent under each shingle lab. After applying i nails In between the milling guide Lines, apply 4 nails I' Nailing 40• above tab cutouts making certain tabs of overlying shingle cover nails Guide Lines (1016 mm) 5 1/4' 133 nun) 14 1/4' 11/2' 38mm) (362R1nn) ' vv V NOTE: Apply nails on painted guideline. 1' diameter asphalt roofing cementFigurel6-6.• Fastening Prasldenttalnnd PresWcv+Jia! TL Shake shingles on lore and standard slopes. Figure M-7.• Fastening Prcaidenud and Presidential r1L Shake shingles on steep slopes. 6.9.1 Hip & Ridi;e for Presidential Shake' Presidential Shake'" IR, Presidential Shake TL'", Presidential Solarisl: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4' into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham, AL is 12' x 12'; Portland, OR produces 97/8' x 131/4' accessory 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastico NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 LOW, STANDARD AND STEEP SLOPE: 9., _9" g. _9" 230 mm) (230 Tmm) (230 mm) (230 mm) 25 mm)I _ _ I(25 mm)_jJ—r r.11r. calla JC241 ) 93/8•' I I I Roollnpdement 1 1 I NO mm) I Flynn 15• L• FasMuiaa 11n11ems 8eh*(es ou .Vmp.Voprs For steep slopes, use Gee nails and eight spas of asphalt roofing Figirm 15-.f:14sleuinq 11allems Shingles on cement for each full ILuterts shingle as shown above. Apply I' Lou, nnd Randard Sloper Mmm) diameter spas of roofing cement (ASTM 1) 45961)pe II For lots and standard slopes, use fire nails for each full suggested) under catch tab corner. Press shingle Into place, do nee nauerts shingle :L, shown abmts eepose cement. G Urim: lbo much roofing cement can cause shingles to blister. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate oJAuthorirotion #9503 6r" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 10 of 12 QOTRINITYIERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 three-piece units separate to make 54 Hatteras Aa:essory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9„-- 230 mm) I I I g„18(460 mm)--- O Fgo h 460mm) { Cap Cap Cap Cap Shingle Shingle Shingle Shingle •93• m\ Figure 15-2o.• cut Hatteras sbingtes to make cover cap. Figure 15-21: Instaffation o% caps along hips and ridr-.& 6.10.1.3 For ASTM 133161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE' H1 1111, NDsSLATE I-% Mal1•, ti:AM LOW AND STANDARD SLOPE: STEEP SLOPE: Use FIVE nails and EIGHT spots of asphalt roofing cement* for each r a» tnc. t ab.t memf full Highland Slate shingle. For h11ami-Dade, SIX nails are required. Apply I' diameter spots of ycphalt roofing cement under each tab corner. Asphalt roofing cement meeting ATM D45867 1)e 11 is suggested. mm Marry-Dad*r11'v s ,. g t' 145 mm) insWed o", cmty atdul re emn) 6ianFDed rprsrss SIX rals (W ruts Malld onr ceder Figury 11.3: Use FIVE nails for envy Nigblnnd State sbinglec Figrae ll-j4: Ilse RVX nails and eigbl spots ofacpbalt roofsrtq cement rrndr,•r f=b tab corner CAu'rioN: Escesslve use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R13 Certificate ofAuthoriration #9503 6'" EDITION (2017) FBC NON-HVH2 EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 11 of 12 QOTRINITYIERD W3.•.i ih? TM °• . •.:. r. , ; - ` + 1,'tS.Y ' ° . e ,.1 r t• C w • .46.12 PATRIOT t bi . .'•{ i - µ '%7. , ' C ( 0 LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for even' full shingle located as shoran below,. t'se Ftnilt nailsand Amr spots of asphalt nKlfing ccmcnt for ecelj' full shingle as shown helou: ,1sph:Jt rwfing cenmil nleeling A51'J1 1)4586 Tv1x II is slit f;csled. l\ppb• 1'(25 nun) s1x,Ls of asph:Jl roofing Sealant canenl as shuwtl. CAUTION: Excessiec use of roofing ccmcnt can curse shingles to blister. bt/ 6y I' (25 rrn) j j 1' (25 rrj- 156mm) T l:rl/s, -+ 13.1/A' +- 1ii m) (137 m) (333 mT) 1 (25: AI _ _ — — — - stmT floollnp Cement I-- 17-I/5 -j-- I3-118, -j- 12-IIT —{ t7am d A = J Pz-U 6. 12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge`" NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7. 1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7. 2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507. 2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC-QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1113 Certificate of Authorization #9503 6"' EDITION (2017) FBC NON-HVHZ EVALUATION F1.5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 12 of 12 1/2/; 018 Florida Building Code Online r ow o Business 8 Professional Reyulation t3C1S Home I Log to I user Registration I Hot Ioplr5 I SUbmit Surcnarge I Stats a Facts I PubllcatlonS I F8C Statt 1 6C75 51te Map I LIn%s I Sear. dbpr a Product Approval 0b, USER: Public User Product Aooroval Menu > Product or AoDllcation Search > Aoblicatlon List > Application Detail oct, c CL- uc( FL * FL12328-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer TAMKO Building Products, Inc. Address/ Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_ eden@tamko.com Authorized Signature Kern Eden kerri_ eden@tamko.com Technical Representative Kerri Eden Address/ Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext2305 kerri_ eden@tamko.com Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Underlayments 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 Zachary R. Priest Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R8 COI TBP14001.4 2017 FBC EvalR8 COITBP14001.4 2017 FBC Eval Report TAMKO UnderlaymenTAMKO Underlaymen- final. odf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2015 ASTM D226 2009 ASTM D4869 2016 ASTM D6380 2003 TAS 103 1995 Equivalence of Product Standards Certified By Sections from the Code hfps: lAvww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtF2AezuarygOlAramDGm5ebt5wRW28J8d8c6lCFKFGNQ%3d%3d 1/3 1 /2/2018 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/05/2017 10/19/2017 10/20/2017 12/12/2017 FL # Model, Number or Name Description 12328.1 ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.Ddf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.Ddf Created by Independent Third Party: Yes 12328.2 ASTM Tile Underlayment Coated organic underayment Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.Ddf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.pdf Created by Independent Third Party: Yes 12328.3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.odf Created by Independent Third Party: Yes 12328.4 Moisture Guard A self -adhering modified bitumen underlayment. Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.odf 12328.5 I No. 15 ASTM Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. 12328.6 1 No. 15 UL Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Asphalt saturated organic felt Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO maenayments rnnai.po Created by Independent Third Party: Yes Asphalt saturated organic felt Installation Instructions FL12328 R8 II TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R8 AE TBP14001.4 2017 FBC Eval Report TAMKO Underlayments final.odf Created by Independent Third Party: Yes https:l&vww.floddabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5ebt5wRW28J8d8c6lCFKFGNQ%3d%3d 2/3 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.1.1 Properties: Physical properties PRODUCT DESCRIPTION Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE, 6T" EDITION (2017) Issued October 19, 2017 TAMKOO ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. TAMKOO ASTM Tile Underlayment TAMKOO Master Smooth TAMKOO Moisture Guard@ TAMKO@ No. 15 ASTM Asphalt Saturated Organic Felt TAMKOO No. 15 UL Asphalt Saturated Organic Felt TAMKO@ No. 30 ASTM Asphalt Saturated Organic Felt TAMKO@ No. 30 UL Asphalt Saturated Organic Felt ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated with asphalt then coated on both sides with asphalt and surfaced with granules. ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. For use in non-HVHZ only. Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane with a mineral surfacing and a removable release film on the adhesive side and removable selvedge release tape. ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is saturated with asphalt. TAMKOO TW Metal and Self -adhered, flexible, ASTM D 1970 and TAS 103, rubberized asphalt sheet membrane Tile Underlayment with a polymer film on the surface and a removable release film on the adhesive side. TAMKOO TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. TBP14001.4 FL12328-R8 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. APPLICATION METHOD Installation shall be in accordance with the published manufacturer's installation instructions, the FBC, and the requirements below. Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. The roof deck shall be constructed of closely fitted plywood sheathing for new or existing construction. Plywood deck shall be installed in accordance with FBC requirements. Roof decks shall have no more than 1/8" gap at abutting joints. The minimum application temperature shall be 50°F except as follows: a) The minimum application temperature of TAMKO® TW Metal and Tile Underlayment and TAMKO®TW Underlayment shall be 407. b) The minimum application temperature of TAMKO® Moisture Guard® shall be 35°F. The minimum roof slope shall be in accordance with FBC requirements except as follows: a) The minimum slope of TAMKO® ASTM Slate Surfaced Roll Roofing shall be 2:12. Underlayments shall be exposed in accordance with the manufacturer's recommendations, but in no case shall exposure exceed 30 days. Exception: TAMKO® TW Metal and Tile Underlayment may be exposed for a maximum 90 days. Self -adhering underlayments may be adhered to primed or unprimed plywood substrates in the non-HVHZ. All roof coverings shall be mechanically fastened through the underlayment to the roof deck. Allowable Roof Coverings: Metal Roof Mineral Wood Asphalt Panels and Surfaced Roll Shingles and Slate Clay and Underlayment Shingles Shingles Roofing Shakes Shingles Concrete Tile TAMKO® ASTM Slate Surfaced Roll Roofing Y' N N N N Y TAMKO® ASTM Tile Underlayment N N N N N Y TAMKOS Master Smooth Y' N N N N N TAMKOO Moisture Guard® Y N N N N N TAMKO® No. 15 ASTM Asphalt Saturated Organic Y Y Y Y2 N N Felt TAMKOO No. 15 UL Asphalt Saturated Organic Felt Y Y Y YZ Y N TAMKO® No. 30 ASTM Asphalt Saturated Organic Y Y Y Y Y Y Felt TAMKO® No. 30 UL Asphalt Saturated Organic Felt Y Y Y N Y N TAMKOO TW Metal and Tile Underlayment Y Y N N N Y TAMKO® TW Underlayment Y Y N N N N TAMKOO TAM -FELT Y N N N N N Notes: 1) Open valley applications per 1507.2.9.2 2) Wood shingles only TBP14001.4 FL12328-R8 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) Wind uplift resistance in not within scope of this evaluation. 3) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 4) Contact the manufacturer when installing at temperatures below the minimum application temperature. 5) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 6) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 7) The underlayment may be used as described in other current FBC product approval documents. 8) The underlayment shall not be installed over existing roof coverings. 9) Contact the manufacturer regarding specific exposure limits for each underlayment. 10) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2016 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2016 PRI Construction Materials Technologies (TST6049) TAP-245-02-01 TAS 103 1995 ASTM D 4798 2011 PRI Construction Materials Technologies (TST6049) TAP-311-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 PRI Construction Materials Technologies (TST6049) TAP-387-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-388-02-01 ASTM D 1970 2015a UL LLC (TST9628) 13CA12269 ASTM D 226 2009 TBP14001.4 FL12328-R8 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT TAMKO BUILDING PRODCUTS, INC TAMKO Underiayments The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6th Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. RY R. No 74021 cr= 33 ' STATE OF 4 0 CERTIFICATION OF INDEPENDENCE 2017.10.19 12:15:58 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT TBP14001.4 FL12328-R8 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization bur 29824 17520 Edinburgh Drive Tampa, FL 33647 TECHNICAL SERVICES, LLC ( 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued October 19, 2017 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.1.1 Properties: Physical properties PRODUCT DESCRIPTION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. TAMKO® ASTM Tile Underlayment TAMKOO Master Smooth TAMKO® Moisture Guard® TAMKO® No. 15 ASTM Asphalt Saturated Organic Felt TAMKO® No. 15 UL Asphalt Saturated Organic Felt TAMKO® No. 30 ASTM Asphalt Saturated Organic Felt TAMKOO No. 30 UL Asphalt Saturated Organic Felt ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated with asphalt then coated on both sides with asphalt and surfaced with granules. ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. For use in non-HVHZ only. Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane with a mineral surfacing and a removable release film on the adhesive side and removable selvedge release tape. ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is saturated with asphalt. ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is saturated with asphalt. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970 and TAS 103, rubberized asphalt sheet membrane Tile Underlayment with a polymer film on the surface and a removable release film on the adhesive side. TAMKO® TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. TBP14001.4 FL12328-R8 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. APPLICATION METHOD Installation shall be in accordance with the published manufacturers installation instructions, the FBC, and the requirements below. Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. The roof deck shall be constructed of closely fitted plywood sheathing for new or existing construction. Plywood deck shall be installed in accordance with FBC requirements. Roof decks shall have no more than 1/8" gap at abutting joints. The minimum application temperature shall be 50°F except as follows: a) The minimum application temperature of TAMKO® TW Metal and Tile Underlayment and TAMKO® TW Underlayment shall be 40°F. b) The minimum application temperature of TAMKOO Moisture Guard® shall be 35°F. The minimum roof slope shall be in accordance with FBC requirements except as follows: a) The minimum slope of TAMKOS ASTM Slate Surfaced Roll Roofing shall be 2:12. Underlayments shall be exposed in accordance with the manufacturer's recommendations, but in no case shall exposure exceed 30 days. Exception: TAMKO® TW Metal and Tile Underlayment may be exposed for a maximum 90 days. Self -adhering underlayments may be adhered to primed or unprimed plywood substrates in the non-HVHZ. All roof coverings shall be mechanically fastened through the underlayment to the roof deck. Allowable Roof Coverings: Metal Roof Mineral Wood Asphalt Panels and Surfaced Roll Shingles and Slate Clay and Underlayment Shingles Shingles Roofing Shakes Shingles Concrete Tile TAMKO® ASTM Slate Surfaced Roll Roofing Y' N N N N Y TAMKO® ASTM Tile Underlayment N N N N N Y TAMKOO Master Smooth Y' N N N N N TAMKOO Moisture Guard® Y N N N N N TAMKOO No. 15 ASTM Asphalt Saturated Organic Y Y Y Y2 N N Felt TAMKO® No. 15 UL Asphalt Y Y Y Y2 Y NSaturatedOrganicFelt TAMKOO No. 30 ASTM Asphalt Saturated Organic Y Y Y Y Y Y Felt TAMKOO No. 30 UL Asphalt Saturated Organic Felt Y Y Y N Y N TAMKO® TW Metal and Tile Underlayment Y Y N N N Y TAMKO® TW Underlayment Y Y N N N N TAMKO® TAM -FELT Y N N N N N Notes: 1) Open valley applications per 1507.2.9.2 2) Wood shingles only TBP14001.4 FL12328-R8 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) Wind uplift resistance in not within scope of this evaluation. 3) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 4) Contact the manufacturer when installing at temperatures below the minimum application temperature. 5) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 6) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 7) The underlayment may be used as described in other current FBC product approval documents. 8) The underlayment shall not be installed over existing roof coverings. 9) Contact the manufacturer regarding specific exposure limits for each underlayment. 10) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. REFERENCES ia!Lty Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2016 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2009 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2013) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2016 PRI Construction Materials Technologies (TST6049) TAP-245-02-01 TAS 103 1995 ASTM D 4798 2011 PRI Construction Materials Technologies (TST6049) TAP-311-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 PRI Construction Materials Technologies (TST6049) TAP-387-02-01 ASTM D 1970 2015a PRI Construction Materials Technologies (TST6049) TAP-388-02-01 ASTM D 1970 2015a UL LLC (TST9628) 13CAl2269 ASTM D 226 2009 TBP14001.4 FL12328-R8 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6`h Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. t,111111111", p`( R. • p97.,. LPG•, G E•N SF • FS '. IX No 74021 O'.••• STATETATE OF : 1J CERTIFICATION OF INDEPENDENCE 2017.10.19 12:15:58 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT TBP14001.4 FL12328-R8 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1/2/2b18 Florida Building Code Online tit r•v 1 - 1 - .. r L4L'86L.ti8CYaaidC1'S"tlCiltliil BCIS Home Log in User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Sear no. r qt", r3 Product Approval ty ff--eep . USER: Public User AdWW Product Approval Menu > Product or Application Search > Aoplication List > Application Detail FL # FL3792-R10 Application Type Affirmation Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501)982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501)982-6511 Ext361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501)982-6511 Ext6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER t Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 c Equivalence of Product Standards Certified By r%U I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with t new Florida Building Code. Documentation from approved Evaluation or Validation Entity O Yes O No O N/A n Product Approval Method Method 1 Option A Date Submitted 11/08/2017 https://floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEkuTrizAU6DFsUcmbpCG3RoA%3d%3d 1/3 1 /2/2018 Florida Building Code Online Date Validated 11/08/2017 Date Pending FBC Approval Date Approved 11/12/2017 Summary of Products FL # Model, Number or Name Description I 3792.1 1135 Roof Louver I Aluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Certification Agency Certificate FL3792 R10 C CAC Lomanco 135-2000 - NOA 16051025.odf Quality Assurance Contract Expiration Date 08/17/2021 Installation Instructions FL3792 R10 II Lomanco 135-2000 - NOA 16051025.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports 3792.2 ,730_Roof Louver Aluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ_: Yes Impact Resistant: N/A, Design Pressure: N/A;__ Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall no_t be installed_ on roof mean, heights greater than 33 feet.; Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.4 1770 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable buiding code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.5 1770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL3792 R10 C CAC Lomanco 700 Series - NOA 1.6_051028.Ddl Quality Assurance Contract Expiration Date 08/16/2021 - - Installation Instructions _ FL3792 R10 II Lomanco 700 Series - NOA 16051028.12df Verified By: Miami -Dade BCCO - CER Created by Independent Third Party:, Evaluation Reports _ FL3792 R10 AE Lomanco 700 Series NOA 16051028.pdf, Created by Independent Third Party: Yes Certification Agency Certificate FL3792 R10 C CAC Lomanco 700 Series - NOA 16051028.Ddl Quality Assurance Contract Expiration Date 08/16/2021 Installation Instructions FL3792 R10 II Lomanco 700 Series - NOA 16051028.pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R10 AE Lomanco 700 Series - NOA 16051028.Ddf Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R10 C CAC Lomanco 700 Series - NOA 16051028.Dd1 Quality Assurance Contract Expiration Date 08/16/2021 Installation Instructions FL3792 R10 II Lomanco 700 Series - NOA 16051028.pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R10 AE Lomanco 700 Series - NOA 16051028,od Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R10 C CAC NOA 15-0709.09.E Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 R10 II NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R10 AE NOA 15-0709.09.Ddf Created by Independent Third Party: Yes Back 0 Next The State of Florida is an AA/EEO employer. Coovnght 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEkuTrizAU6DFsUcmbpCG3RoA%3d%3d 2/3 MIAMI-QAD DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.eov/economy This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831.07 and consists of pages 1 through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. AZA— NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page I of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Center for Applied Engineering PRI Construction Materials Technologies Test Identifier Test Name Date MDC-98&99 TAS l00(A) 03/ 16/95 LOM-013-02-01 TAS l00(A) 05/21/07 RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 1'/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf ' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply ''/z" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 FAA a m Ii12AMMMMMMM 700 SERIES LOUVERED ROOF VENT FAA a m Ii12AMMMMMMM 700 SERIES LOUVERED ROOF VENT A. i DETAIL B 750 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C 750-5 SERIES LOUVERED ROOF VENT 4. d NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D 750-E SERIES LOUVERED ROOF VENT END OF THIS ACCEPTANCE pa NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 MIAMI- MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831.07 and consists of pages 1 through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. MIAMI•DADE COUNTY BE NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction Materials LOM-013-02-01 TAS 100(A) 05/21/07 Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 1'/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %2" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant # 10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3: l2 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. Lomanco's Model 730,750,750-5, 750-E, 770 Roof Louvers shall comply with all applicable building codes. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 M 00-1 700 SERIES LOUVERED ROOF VENT M 00-1 700 SERIES LOUVERED ROOF VENT i 20,31t,1 1 115.33. DETAIL B 1 l ,047 1 b .00 750 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 MIAMI-DaDecoUExpiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF %SO FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C i I. - 750-S SERIES LOWERED ROOF VENT MIAMI-DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 1 's-J , DETAIL D 750-E SERIES LOUVERED ROOF VENT END OF THIS ACCEPTANCE 91 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 MIAMI,DIADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831.07 and consists of pages I through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. NOA No.: 16-0510.28 Expiration Date: 08/1.6/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS, MANUFACTURE D OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction Materials LOM-013-02-01 TAS 100(A) 05/21/07 Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 1'/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf ' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 MIAMMAD; COUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A R m m m om 700 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 WMIAMMADE COU Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 700 SERIES LOUVERED ROOF I 20 DETAIL B 750 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 MIAMI•DADECOUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF %SO FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C i 1 bM 750-S SERIES LOUVERED ROOF VENT MIAMI•DADE COUNTY s 91 4.91 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 127 25) I DETAIL D 750-E SERIES LOUVERED ROOF VENT END OF THIS ACCEPTANCE u NOA No.: 16-0510.28 MIAMFDADECOUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certlfled By Product Approval Method Date Submitted CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Llsting Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI318 2014 TMS 402 2016 Method 1 Option A 10/18/2017 Date Validated 11/14/2017 Date Pending FBC Approval Date Approved 11/21/2017 Summary of Producte FL # Model, Number or Name Description 158.1 High Strength Concrete Untels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL158 R10 C CAC NOA 17-0821.18.Ddf Approved for use outside HVHZ: Yes FL158 R10 C CAC NOA 17-0821.19.0f Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 09/11/2018 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R10 II NOA 17-0821.18.odf FL158 R10 II NOA 17-0821.19.Ddf Verifled By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Nort Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: B50-487-1824 The State of Florida Is an WEED employer. Copyright 2007-7013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must pmvlde 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:. I Credit Card Safe MIAMI•DADE o _ DEPARTMENT OF REGULATORY AND ECONONHC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 WiamL Florida 33175-2474 T (786) 315- 2590 F (786) 315-2599 myw.miamidade.7- oy/economy SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the A1-1J (in areas other than Miami Dade County) reserve the might to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" Ifigh Strength Precast anti Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Pan no, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 14-0903.03 and consists of this page 1, evidence submitted pages E-1, E-2, and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MIAMIi ADE COUNTY NOA No. 17- 0821.18 Expiration Date: 09/ 1.1/2018 Approval Date: 09/ 28/2017 09 l Z g/Z o )'jr Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, tilled Cast -Crete 4", 6" & 12"Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, AE, B. TESTS 1. Test report on flexural testing on 4", 6" & 12"Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specnnens, per.4STME-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL . CERTIFICATION: 1. Quality 4stem'Manual for Cast -Crete Machine Made Precast Lintels revised on May 1, 2002. 2. Cast -Crete Quality System Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details`; sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables`, sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Ada-ch 24, 2003, last revision dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 0e4, M,: , elmy A. Makar, Y.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-1 Cast-Crrete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1, Dralving No. FD461Z titled "Precast and Prestressed Lintel Details'; sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4'. 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1, None. C. CALCULATIONS 1, None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1, Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resota-ces (REP). E. MATERIAL CERTIFICATIONS 1. None. elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0921.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 014-0903.03 A. DRAWINGS 1. Drmiling No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, dated 03124103 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables". sheets 1 through 3 of 3, last revision dated 06112114, all prepared signed and sealed by Craig Parrino, P.E., on 08119114. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulator y and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated 0811912014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 6. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (REP). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Compliance Letter with the F1071da Building Code, 2017 Edition, issued by Cast - Crete USA, .Inc., dated 08108117, signed & sealed by Craig Parrino, P.E. U' Helmy A. Maker, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-3 HIGH STRENGTH PRECAST AND ICPRESTRESSED CONCRETE LINTELS TYPE 'Ta' TYPE 'A'_sm r. i.ua .a•1a. ,1 a — .0 ri/alill ffla ll ll ' E'1rflulu 4" SOLID LINTEL DATA TABLE FLUM, s irar. 92MMY.EME Si a" p-Irrt..nL, pir, rci[Eil 1lL::.lSl F"fo FLTr.IJ iG1i A" PRECAST U—LINTEL DATA TABLE 4 [i iiL:!i4ifirIJ'1=iiA'L• C iL' IfET,ts..l ii7cc"'C]®I17L[O a Tuurts:[scit.l ca..Iw.Sa[vt[ttt. tr t at ritl lr rrvaaira nrc o mr•,i rFnrrsu rsa rirnrlra[;r.>ro r mrt rua rtars r.,m raa[rr tts F7R370rla7s Iit xSmiisrryrrraasa7[ e'7lrf 11r._'^:'lIamm2'.y/r-IT,-. m nT.7,jr"rtst: Ifras91"anLm om fill±SiElrr?1FII[F1L::iflf87r:7Ji'S 0 rF•yc•7:,a7t>71•r avnn iFa rF t n7 i£ii 7TTTTR7rr"r UAIr u L V-1i pwaIUa: re9M fCie9UMIUMFLL 11 If3SCil[E[11`1j IC1t0 OURMMFIX I E7i 1I7G1/L 51.7 fll! rlmpoQ Wm ujog " rIW uo " rlmomA /JrRDYAL R 6 reotmcn rr eormw Lot Am error M D.M0=0 oa untamm NIImUr Llt mm mm o0am eat -CAM Usk u- L 100=30 II[U. 7/42 WI A= AAIQJ 14 N. AM n aow S. SUUM fOOma1 r M If DICK IDIII4 - 2 M M otmt 6* AM MIS L Ilmo W M& KWO >r e'mem KMWn AR[ oWRo Ltumm 6 = c tm gmams , N - m ra I= ALL s UM AID M rates FAM Gm1 m W L¢ rIDoOiWm Gm] 1= mwu - tlC. v rarLar ID 3,11% r.. Hoo M fmI 4 mm Imna ammM - 4 TWA M XULIVS Po CAR FAIWA= IIta6 SUM 1 MIICR am CRL [ M 8= mm = ID K r lla 1'aa [1tA f IM M rXW LLCM m M. M. U NIX Ve6! ARR uIpm n= IDFL G VA PRODUCT'Riy1SM utomplyfn0 : vflh lhDFlai G. C E N , O L BundkG cDaD Aewynteo iYel -0 2.18 PRDnIICT'RevsslsD 0. 4 IB m IrCOd" j wFlu0 fda o 3 mIv _ 4O, rsso cg/Q. CRAIOPAAINOO .SFR: od, FL 33584 t`rrrrr fVALE r FLP.ELIC.N0.44 756 No] nyl L±a of PRECAST AND PRESTRESSED LINTEL DETAILS HR.eerFU M M TOAV t4 tDAf01 /h JWdIi AW4U1 SCIU1 AS 9tplfY T `1 •' M.s>ti 3 : m rul r rr. murnm roar: srar 1 or 1 12- PRECAST War 2- RECESS DOOR U-LINTEL DATA TABIC GENERAL NOTES I) Yalaldc T1p fc ismd 17WD pd h dm ]ps/E rd egol• aaiud•mras orwy +4W)tp•r f v mSi4r'oel pr-ATfll Awls ado so mall- per A501 Gvo qye u « 3 2) Al sob (a.E WU. laud oq_ _ sum 4 ixh mabd tsuinA F)5tII1GS Sr. I.& f« fide] yea p 5210 ad IIItUaThan • 1/2 hwhaly 207: U h•ar4q WA b Im 3) Pm db LA mwW bW and hod jdnhr, 4) Thb mmbc b pormlheds 4rd'caln Ih• paaal N&CUan for W.b 40 " addm reb. E—ds % 48 r 4wUmm 0 1142e 1IS t42LW 5) Al blob mg ar eac.dWo 3S0 ddleeUanF>1 S aub r -am UIW *ft dbN. ba9r+ . Umm bs ttoeou,1 gpiwb0.W FWA &M" e) Shoe 6W Atli. m a vh& 1) 4' no Kdds to be UdW v/ C I4nmsim iwebmtal end e' 6menyco valbd. e) c nd%I«a0m/dW msd d mot eemk dA LL. arlRsdard 0) The daigna rdecaualoatvo a cwK-dadm bads tam DI. 7b bed bbl.. 11 Nr tmmdnn+m meaum manml aw sL.ar d d-0tro) fmm IL. 12) • m•moda a rW°°cc6•id 0• ands bdiWad9mlWO4 13) 1L ata to mrfaw d 61tb ir,*W b a411v lgwds MOW7 Vab del hm a omRq of docoo W bd b. AhAh' yASM C °Ze w cUm 4FP+ =Qm9• 14) Wcb boded im%.Ou* T& eanhhw('bo6p« ay0t) and Im'MMobat.W be drdwd far tN d Uw rd.dnA 479d mad wd + *W h.dswtd t.d 5 1.0 Sak ar0cd Ned Safo hmm•Id bad 1* Fm caopoala Fand hds rA &Mm m sot. lo.d Iran led tsar bdit -Loon. 16) For Wd hngU. xt shoo. 'au mi. bod from lad h-W Impth -hays In Safe bads ar. mpabgaad ab•abu Ivada. le) Sde hods based m m9md d,4p wwbth pw AM 53Dda anW All 31L Po) Y-t veb iRON). Itr . Sn dn. bbd"m d 1•^ Z.{ SEE SAFE LATUK LOW UM FOR LOAD ROM FOR EACH ADDMOWL REAIFORCEO CUU (RQM RU COARSE y},14,r r•..•:,• r(, Ile GSR TYP 1 5 RMR FOR O' lP1iF1.S f2; S REBAR FOR 12' UMIS GR40 or CR60 SAFE LOADS FOR 4" SOLID LINTELS RST A4Ffl\ GRAVITY TYPE LENGTH 4S8 S- 6' (471 PRECAST 1180 4' 4' (481 PRECAST 959 4'- 6- (541 PRECAST 789 5'- 10'(701 PRECAST 460 8'- 6- (187 PRECAST 360 7'- 6' (900 PRECAST 260 9'- 4- (11n PRECAST 156 10'-- 6' (1281 PRECAST 116 12118 4- 4-41TA UPLIFT LATERAL LENGTH TYPE: 4S8 4S8 3'-6' ( 421 PRECAST 687 371 41-0' ( 48' PRECAST 597 320 4'-6- ( 54' PRECAST 529 258 5'-10' n0' PRECAST 407 148 6'-6- ( 78) PRECAST 366 118 7'-e ( 901 PRECAST 28D 87 9'-4' ( 1121 PRECAST 187 55 10'-G'( 1261 PRECAST 152 43 12FB 121` 12 121`16 10) NA - Rai RaW r''• •... -. ';,^': - , y, r I1III 1111\`---'/11If''1III1I ' II) adLmrbWadddrebwbbeIaodeldU. b.0 m Of the bid 01*. L 1 : r,11' r<•'.:. jj • •.=•! PRODUCT MISGD BUB 6FB 61712 61`16 u aamDlYtae av1Ua Iha Flarldt ;t. t• '?:y ": DWI&ne CDdO .. "i'y'• • • A" cp; mmN,J7 082/./g , ,N ng f s i 5 TYPE DtSIGNAlltkl lion Ddo I!B 4 :' ,+, LF` •' f^- r. r" sayamIa-r.ausn 6y p , t>: ',. ' i• i_3..fr i'-t-';'t-.sy IaW4 '^ • et Tya:i sr'}, :':.ti.. ..t•' a7.w}!!ci r•..`:4 12F16-2B/ 2T :';;c:: t• • z' mxvl sans m+mr 6 A ' r ` •Y !'• Dalax pad ImN"Car ./l •.( .wT . p• '^ r ^ 1••v;r'a Ono is % - 3 !. ' I.r/-' aflw • 4 •' •T>: ', i!T.L'aJ, e • a y. r: ', r: uA 4S8 4 ,': fb • 12F28 12F24 12F20 ISlip MR rcs rlaim s 1 " S, l,:' = *' •: yj. w aomplt+whim Aro P1aNda i f I s , .'r TR, yt tiulldieCbl da a ° t AN , jiCR4IGPARRIM0 W 9MUNAL WIDTH • !o8; BF32 BF28 6F24 6F20 '+,;'SfONiL G o' Di a358a g" n ,.• or nmCAST— CRETE 4", 63a & 12" LINTEL SAFE LOAD TABLES wr '•:/. wa Flit IM DISWS-1/ I MW M AM AWMD StAIG MM wltdri A DAltr 1 4di WO R: PAN FAM1% F.I: - RM NTL 447M 1 I)1OM= wag MW I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LMTELS Gwen SAFE: LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 611E U8-18 6F12-IB 61`16-IB 6F2 0-18 61724-18 VW-18 5FU-18 3'-6' (421 PRECAST 2332 2575 U92 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297• 9357 4'-8' (54' PRECAST 1654 107 3633 5050 6148 7227 8297 9357 5'-10-(700 PRECAST • 1067 1260 2198 3557 57M 7227 8297 8225 6'-8' (781 PRECAST 949 1079 1B31 2850 4328 6737 8297 9357 7'-8' (90' PRECAST 779 853 1459 2188 3151 4524 6654 9357 9'-4- (112' PRECAST 584 660 1055 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 1V-4-(13n PRECAST 457 513 605 1133 1507 1952 2492 3163 W-V (1441 PRECAST 425 477 744 1042 1 1377 1769 12238 1 28M 13'-4'(160' PRECAST 373 417 646 895 1170 1485 1862 2285 14'-0-(168j PRECAST 351 392 608 B35 1037 1373 1703 2087 17'-4-(208' PRECAST N.R. 299 455 620 L791 985 1198 1 1437 U) THE NUMM IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 J I SEE GENERAL NOTES - SHEET 1 OF 3 MMAE M =111' SAFE LATERAL LOADS FOR An PRMART 141 INTM-q Cm"/ i'm SAFE LOAD PLF LENGTFI TYPE 6U8 6F8 RC dU 3'-B' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (54' PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 V-6- (781 PRECAST 263 496 157 7'-6- (901 PRECAST 222 367 116 9'-4- (Mr) PRECAST 173 352 74 10'-S'(1261 PRECAST 151 276 58 I V-4' (1361 PRECAST 139 311 49 12'-0'(1441 PRECAST 131 277 44 13'-4-(160') PRECAST 117 223 35 14'-0-(1681 PRECAST 111 202 32 17'-4' (20n PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-UNTELS C SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-1T 5FI2-IT 6FI8-IT 6F20-IT U14-17 WE -IT 6F32-1T 3'-6' (4n PRECAST 1412 2074 2715 6 3997 46M 5279 4'-0" (481 PRECAST 1225 1B00 2357 2913 3470 4027 4583 4'-6- (541 PRECAST 1083 1592 2054 25n 3069 3562 4055 5'-IV(70' PRECAST 831 1222 1600 1979 2357 2736 1 3114 6'-6" (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'-8' (901 PRECAST 648 80 1249 1544 m 184019 2135 2431 9'-4- (112-) PRECAST 575 571 980 1252 1492 1732 1972 10'-B'(1261 PRECAST 514 462 787 1121 1331 1551 1706 IV-4-(1361 PRECAST 474 404 6115 985 j 1213 1442 1645 12'-0'(1441 PRECAST 454 38700 619 888 cm 1093 1299 1506 13'-4'(1601 PRECAST 402 39B 516 735 9D6 . 1078 1247 14'-0"(188 PRECAST 368 2B5 475 6 77 832 989 1145 17'-4'(2081 PRECAST 253 208 338 in 476 585 693 103 THE NUMBERS IN PM MHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 PRODUCTR6V18G'O BWI o ah Lbz Ploida Au.:prance No - O Z . f B 11oto /8 Byh8linl a Co PRI)DucrrWV Butler r Ronda Aa Na Z vhWaa4ua o S•o7 . 4 : CRNOPARR940j,% // %g ' oss/ OIVAI ;.'SEFMN CR 73358p t° N o Ti{3na c con4on4.w 44noall", PL RELIC-NOAMS m- CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FU WkM 111mU-14 GRM th MU AV= iCI,IE RTs DAM d/2UO3 m m IV C" Pam t.L - REG Ip, 4p51 ( UtAWRi M LT4411 SHEET 2 OF 1 FE SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS LATERAL I.0AD9 FOR 12• PRECAST 1.1.1.UT7'EL9 SAFE UPLIFT LOADS FOR 72"PRECAST U-LINTELS wr-4 W SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12F0-29 IV12-2912FIO- 1370-20IMA-78IIf26-2917f32-I9 V-6' (421 PRECAST 3428 5000 SSW 7619 9352 11060 12755 14438 V-0" (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3454 5304 7619 9352 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 5234 8497 11060 12755 14431(, 6'-6' (781 PRECAST 1383 1986 2879 4196 6421 10032 12755 144 T-6' (SDI PRECAST 1138 1628 2131 3218 4676 6756 9763 135 9'-4' (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-8'(126') PRECAST 614 1043 1295 1853 2516 U23 4334 5632 1l'-4'(1361 PRECAST 518 945 1162 1649 1 2216 2893 3719 4746 j. 12'-0"(144' PRECAST 458 878 1073 1513 2020 2617 1 3333 4206 IN-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-0'(168') PRECAST 321 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST 4510j,631 B81 1141 1428q 1750 2102 19',4' (2321 PRECAST 2tKCR.t343 477 p 700 925 1152 1380 1609 1SAFE f11 LOAD PLF LENGTH TYPE 12US 12F8 RCMU 3'-6' (42' PRECAST 1295 484-1 393 4'-0' (481 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10*(71n PRECAST 681 2547 155 6'-6' (7n PRECAST 579 2187 12 7'-B' (90' PRECAST 474 1771 914• 9'-4- (Iln PRECAST 355 1326 580, 10'-6'(128' PRECAST 306 11143 454, 1l'-4'(IW) PRECAST 278 1041 38 12'-V (1441 PRECAST 280 971 345, 13'-4"(I60' PRECAST 229 857 278 14'-W(16n PRECAST 216 809 251 17'-4'(2080 PRESTRESSED N.R. 633 16 19'-4'(2321 PRESTRESSED N.R. 1 534 130 UT THE HIDWEDS W PAR UMM AM PIIICOO umxnma FOR -ace uuvm RVIC io QWE 40 MD AM RMe SEE GDO& HOLE Ra 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U-LINTELS 14• PRFF:dART w19- Arr..FLATERALSRnSIAIJ IMFI R iNtla SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 IM-28 IMIME IM WE MIME M-21 I252E 12AFJ0-I 4'- 4' (5n PRECAST 25M 2942 5468 7584 9640 11669 13679 ISM V- 6" (54') PRECAST 2319 2740 5468 7584 9640 11669 13M 15679 V- 8' (6n PRECAST 1347 1841 3555 8395 9640 1160 13679 1567%, 5'- 10'(701 PRECAST 12H 1758 3361 5954 9358 11668 13679 1561 8'- 8" (801 PRECAST 924 1430 2633 4415 6884 10 125 148" 7'- B' (901 PRECAST 703 1203 2157 3494 5259 7922 9623 11329R 9'- 8' (1167 PRECAST 389 843 1451 2157 3203 4427 5417OU 6380 m SAFE LOAD PLF LENGTH TYPEI2RU6'12RFG RCMU, 4'- 44 (52') PRECAST 1295 3692 25826 4'- B". (541 PRECAST 1213 3458 2417 5' 4" (681 PRMW 7B4 2236 1 5'- 10'(701 PRECAST 747 2129 155 6'- 8- (801 PRECAST 602 1716 117 7'- 8' (901 PRECAST 504 1438 914pn 9'- 8' (1161 PRECAST 355 10114 14 M SAFE LOAD - POUNDS PER LINEAR FOOT LEyG TYPE 121E-21 12F12-21 I2FIE-2112M-2T In-IT 2112F32-27 Y- 6' (421 PRECAST 2752 4287 5613 69M 8264 9589 10915 4'- 0" (48") PRECAST 2389 3721 4872 8023 7174 8325 9477 4'- 6" (541 PRECAST 2113 3291 4310 5328 8347 7366 M4 5'- 10'(700 PRECAST 1023 2527 3310 4092. 4875 5658 5441 6'- 6' (7n PRECAST 1444 2269 2972 J675 4378 50BI 5784 7'- 6' (90' PRECAST 12870C 1767 3ig4M 3006 4417 5028 9'- 4- (1121 PRECAST 1028 117 2006og 2590 3067 3553 4079 10'- 8'(126' PRECAST 920 947 1612 U81 27U 3209 3853 11'- 4"(136) PRECAST 858 529 1404 1982 2441 29D2,3364 12'- 0"(1441 PRECAST B14 j 753.1 1269 i788J 2201 2616 30U2 13'- 4'(160I PRECAST 633 1057 1485 1828 2169 7513 14'- O'(168") PRECAST 974 1365 16791993 2309 tY- 4"(2081 PRECAST 1566 427695 9164 1182 140 1623 19'- 4'(2321 PRECAST 370 593 817 1OD2 1187 1372 1F) THE RWWM N PARQDWSS ARE ITAaQ REOOOW116 FOR M OE 40 FIELD ADDED IIPH4R SEE GOiOtAI NOTE M 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS D0OR U-LINTELS W- N" SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 125E-2T 12MO UN14- W16 12A - 6-21 USlO- 4'- 4- (62") PRECAST 1626 26M 3746 4806 5867 692E 7969 4'- 8' (54' PRECAST 1558 25B2 3602 4623 560 6884 7684 5'- 6' (68' PRECAST 1210 2042 2850 MM 4466 5273 6081 5'- 10'(70' PRECAST 1173 1954 2769 3553 43M 5123 5908 , 6'- B' (801 PRECAST 10201 1538 2426 3114 3802 4489 5177 7'- 6' (901 PRECAST 904 1226 2183 2776 339D 4003 4617 N9 8' (1161 PRECAST 703 p 771 1472. 2181 2663 3145 3628 1) THE NWARS a1 PAREWFUNS ARE PEFWff RtDUCIIEPIS FOR bU blXtXAL NUIL I II0WE16 ill PARFHD1F96 ARE KR fJO RFIDICDWS FOR Q+ AOE 49 E1aD ADDED PlBM. 5[E RTh110. NOTE Sa 4 ; V - • ENS /0 READ ADDED REBYL SEE GOOK MME IA 4 m OOA TnpXV+htlED7 9M1i017UCT RBVISLO wlcmDceoI-, . 447 mowPEyr,. ImDWPIond, neOA° Arow.! -' 8 Z /•/g i` • ff qq Jy - FA2 did S OW, CMGP AFMINOam 1RImaI'!v`. SEE GENERAL NOTES -SHEET 1 OF 3 N ,4 h{p Iajm4allMWER of CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES u )c a J U]""' `• ruE Rwe OmAT-14 O4><II m lOIOR /DUODSCEIDR.T3, i DATT, s cuEr m cEDD FAIIQD, .r. - tTa IRE 4nsF OtAt;UtaR0. ual: >F¢[t 3 OF s M IAMI•DADE _ MIAMI-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) It 805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DPASION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) tivww.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ) This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revolve this acceptance, if it is determined by Miami -Dada County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically. terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 17-0227.15 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, E-5 & E-6 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. 7 NOA No. 17-0821.19 MIAM •DAD; COUNTY /'i6, - Expiration Date, OS/21/2022 bq / Z8/ / 7 Approval Date. 09/28/2017 Page 1 i- LIOZ/8V60 :a;eQ Isnoaddy ZZOZ/iVso :a;eQ uol;eaidxa 6I'IZ80-LI 'OAi VON iosleaadnS uonaaS loaauoO ;anpoad S.1v c.a.d ,aH31UN -V 7 dioD 1aalS wvg8ulw.ug dq avgaj q# .iol''96/£0/k0 palvp 7S90C7/V-py# ido day uotloadsul patfjpaD IIIN Or d.coD 1aalE uwvg8ulwll8- dq .rvga.I P# •10f961TUPO paJvp SOZIZXY-I8# podag uouaadsul pagipoD 111I1t 76 dioD laals uivg8utw.rlg dq .rvga i p# •1of96190/£0 palvp S086IYY-p8# podag uorjaadsul pab(.u.taD 111LIt W AIOD laals urvg8utw.rtg e(q dvgaj S# jof96/SO/t,0 pal-vp 6pl oz Y-17g# moda y uotjaadsul pa jfr jlaD ll!N L droL lams wvg8uluulg dq mga r fi# .i0 96/8Z/IO palop 7££99p,- 8S#;-today uopoodsul pagimao 1AW 9 OD lams umg8u!w-. ,g dq .ivgaa S# lOf9616VEO palvp PI96fN-Pg# JdOdag uozloads'ul patfu.vaD IIIW S laalsldawv xq .,vqa i £# •lofgo6 Z/f0 palvp OpZ8L0-ma 1.loday uolioadsul paoma,71111Y h rtuvdtuoj uldsuD aqs dq puv.s 8ulssaals-a.td o} S6/£I/II pa vp S£8-0Z# •loday uol oadsul pap a llll il d:uvdwoD utdsl rD aql dq puv,rls 8ut9s9rls-a.1d [of S6/0Z/90 palvp SLZ8`OZ# l.ioday uotloadsul pal fimaDIIIN Z jOjv. cogv7luaw3D alltnsaloo.cg udtopglnos tfq luawao aof 966T IMcT 'palvp r# °lls 1.10day uolloadsul payr!l.taD 111pY I SNOLLvaI. IT HUD ` vmgl'Vw 'Q d ' out uvd 2tzm 7 Xq palvas puv pau8ls '•g-d 'our i rvd 81vjo dq pa wda.cd `sa8vd . 1p '96/I I/l I palvp `sl al ut7 gout-g aladD-1svD iof suollvinolvD _ 7 g • d 'ould-wd AMD dq palvas puv pau8ls 'Y'd 'oulddvd :Kw io dq padvda id 'sa8vd 6>5£ 96190/90 palvp 'slalui7 gaul-g alado ISOD .rof suorlvinolvD 'r smoll' 1;'If10'm I' d 'uoWH Y-iagdO4v-igD dq palvas puv pau8ls 26/0£/LO palvp `8'ZOL6Z 'OJV4.1odag 'sal.10lv.togv7 go,lvasay pallddj7 dq pa.ivda.id `P6-6ZS'-yLll ZEV gad 'suawloads lalull ap rouoo (9£) fo lv101 'slapoN pallbd slalul7 aladouoD passa.cls-a rd puv lsvoa.id uo 2WI- l lv tnxalfuo poda t lsaLz •r sssai • g g• d `ou.zdxd 81v-to efq palvas puv paugls s8utday.tp gloq `l fo I hags `g6/gZ/60 papp p# uolstaaa 'L6/LO/90 palvp ''g'd oul aD.r 8lv.iD dq pa cvdadd ,, sal qn r Pv07 afvs 1 a1 u17 ,, g Wa,O-lsvD„ pall?1 `9,L7 'OAT 8uldav d(T puv 'r fo r hags `96190/11 palvp I# uolslna.1 '96/LO/90 palvp '.g.d 'our r cvd 81vaD dq padvda id ;, s11viaa uopv,?iagvd 1 a1u17 „,9 aladD ;S D,, pall!) `gad 'o)l 8ucdw.IQ •r TO'£ T90'-96# rWAO-dJaV Sf1OUffHd'aaC1S n Q3.LLLIIA EnS aDMaUlAH 'T aaI SII a}aa-}ss0 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 484-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Allade Precast Lintels dated 05114196. 13. Quality Control 11anual for Pre -stressed Products dated 03120195. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast-Crete,8" Lintel Fabrication Details'; sheet I of 1, prepared by Craig Parrino, P. E., dated June 7, 1996, revision 92 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables'; sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. e my A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. S. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL, # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January.18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. ehny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. - By Miami -Dade County Department of Regulatory and Economic Resources (REA). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. e my A. Mal ar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-4 Cast -Crete USA, Inc. . NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #16-0126.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated Janumy 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 9. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #17-0227.15 A. DRAWINGS 1. None. B. TESTS 1. Verification Test report on fle.rural testing on Precast Concrete Lintels Filled Models, total of (8) concrete lintel specimens, per ASTME-529-94, prepared by FTL, Report No. 16-0425. 08, dated 01126117, signed and sealed by Idalmis Ortega, P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By lkliami-Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION I. None. L elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E - 5 Cast -Crete USA, Inc. A.. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 10. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (PER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 08, 2017, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2017Edition. W. 14 /' z " elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E - 6 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LIN 7r.- - fir: "- _',-a'=tq''=-_=e r,•.,-._. _ .j,- 3'..t._" Efci n,iy,"•f:.,Y _Y»"' sa.+t:3aLi', t• 9. ! S i. .I • a . .n, a i, rt YP'A" STRRUP 320 BA' 11 Yw ps E I - 8 STIRRUP 8 7,1 2SRUd A T11tR P DDfTAILS Is n 7 7 g"a a••idith:avFl.l[:laa•7ia IiiILT YLT:13=i7 Y.:LL"'i ffiCiiL•!I•G7D'' I[IGlitlL•T1:7Q i[<IF ii01 fl,LiL[lilytlFT•DJ13Z.[liLiiD6L47[17ff.>i[16_>i 0 mug rAg! bm=== m 8" PRECAST W1 2" RECESS DOOR U-LINTEL DATA TABLE ElC[ftSSialiG'LL'wt7Elii[ i" 154'!^..t/QI.3E]QQi147L11f• m kGfIC/d<fIG[3Lifi[SC11[d•_tlfl'lU•FtliLit7:7!•F/ SmiF Ea SC11tl tJL.i:'.J a'aU'SVFYLSIFi f/©av rr rra+per[e:xtsr rrsu:::[er,•rnrr>, r+•,. mar CJi]C iCr li fii`a•[Sii3`Jta h":Gl![tLtJE.3mrAf)7Jt17 J` tiara lif'[?• , ALL 7pl '.• Sryq, tl1A• 03 a' nl GCA rCG6a fr er hth IIk7NF0A ^•^ CAOE FA9 S•iION L0071 • inNrm Watt' o! 7 m . nri •r ,Drat, aZz7.15 2,2,/ 20 Z I. , G01 ,fr„.rn Il)rt[t .rRM1aRNNO G.G rA lUQl710N )A(1oR 8" PRECAST U-LINTEL DATA TABLE ic'm!•ih'I fauJ rat 3.•.A,. Tam®r Fr®am a r r racsa[• wD+v r©moo fiSSiCSLflfiLia•«'OrfiU' I Lif W41fs! irrli 3Slf lY![21r 4i GCiii7LEL:IJ liC', 4rLlO pjytL•l ttl:sitl's!9[1C VIfLLl7C"ifa liZ7f=f Kra I mrL 7c FA UK? -9EM01UL3 rrt[rlETi11EL[i FiCi/D P"ri©f M 3mmoff 774rE:S1 Rfl+2l:!ngWFEX,LD3nMWEtCA-M VTMEllrTURUFG wwj VERM[GE'iEcalft. i[srs,[rar s:ur a[r r am o o m:r rtr:r[[r uff r ra[[ae azral 1110liK-111m la S i iifZL[F1Ci[7f ifs iC, F1TItfrl> il[!]RtY FI iE GSi Tln3 _, tFAN• UVCNIATION 1, rxnm M MDM ~AL C' 11 OMCM BY COrM= LASS ANC QWW in XM=U n GR Mt=Vr m nfleout = Max WWM COMW Of CALF-COM M ulc 1. IFYRmWo "5rUL, 7/73 W ASIU Allot A M ,, NQTn M TOM OA M Or "na AND 0 ImAO Elul. w am A.IJI.711. om" xv7mo is ammo IfA 0 IIILX WH OOWCIR E,MM IA7-IMALi110X FIERIEMNO do or THE room11710 GA94 r01 C"," AIQAO #3 M A41L Ip, OI fOWIA 6 771Q1 TiO: O. aaw= sl®m r.. I/Oo PSI ME Ir Gu Imon _31 i Ammups I_ am LWTQ34 1'. • Uqo r3l mA ALL Flml rAW ®. In= . M UTra% a Oa rOo r FOLTPCmCm InrA9 0 A. omw. ttlsiw lwxl a Wo , fp. mm W ,ate[ XA7 tt IJATD V Iml OF KMIEC ID Uffm mmumm GAON L 571a1/0W, AWnMG to sum UtmIO Alm XAKUM Rz= ENs • '•, rnrroucrnsvtsra lt• Uon DAIS . F ,atG EO CRAIDPARFM Dy . _{,/ iA ' I' i 11/ 6324 CR 67 tdt -Cbmmt' 0 SM:FNEF4FL 33504. 44:s lJAI.EN`S ' B-PLUILN0.4470 ma CAST—CRETE 8" LINTEL FABRICATION DETAILS fm ffALTa OgU1i-1A 01ALI m pill !' m 7t - 11L m /QA StIIFi 171 m V.Au OA7r, 7f/ aO6FO IO ,4P16O. t - t7L m % ! DimDv W, ID, IIIR f OF 3 w RAW GRAVITY LOADS FOR 8° PRECAST & PRESTRESSED U-LNTELS ogs3l• sr a' SAFE LO{1D -POUNDS PER LINEAR FOOT TYPE LENGTH 8UD ull-Oa I 1fa-Iv RF12-43 U-@ 6FWM aFlo-ia 92043 ano-11 alzi-w 924-1 WLS-af ig; vrr-W e132-1e 3' 6 4 r PRECAST 2231 30M 370 5183 Am am ism 1=1 3018 OW 91U 75f7 6974 ID3a4 11609 4'-O' (481 PRE= 1966 2sal 2331 311a 4890 1231 74i4 afa7 2W3 4W5 al13 7517 a974 M324 ltaa9 4'-6° (547.1'RLi AA 1599 1069 2110 2031 3753 45N UM 0274 211F) 4375 4113 7547 C,, SM Ia294 IIm9 5-1' 64 PRECASTal 5217 WS 149 1939 2510 Jim ago 4249 160 3010 WSS 75N M 13"W 5-ID'(70' PIffCAST ip02 1103 1173 a31 2W0 25f9 30W 3470 SI 2622 4360 fie 7151 9= 6'-6- (781 PRECAST 908 123A 21n M31 37D7 I= 5011 12M 2177 34W SDI nTro I em 901 PRECAST 7, toll 1721 2133220e 205 3191 30 ro11 1 231 51 3066WOHi7 fi472 9'- 4' (112'% PRECAST q i9/ 1FW 1m 231f 3Ia1 2616 302 3752 1245 190 1514 3413 n e31D 10- 6'(126 PRECAST 475 6W AW 1247 2013 2n7 2153 f 216w los2 1511 2093 2791 4754 17'-4'( 136' PRECAST 362 umgala 242E 3117 400a 552 946 1360 1 [US 1W 3121 4WD IY-4)'( i44') PRECAST 337 540 373 1254 16" 2193 1a05 3652 640 fn 1254 1681 z193 7m 3591 I Gn PRECAST 296 nl 107a 142E ISM 2310 2601 471 755 ID73 14711 I= 11318 25U 14'-0'( 11a3 PRECASL 279 424 703 lW2 132a 107 2127 2930 442 701 1002 132e 1697 2127 WD If-6"( 116')PRESTREM NR IR MR aA lD[ 1 Tat 45e 761 1170 19a'1 7245 7D17 2712 16'4'( 1847 PRESSRiEM N.R. a ILA I Ba MR NA 1f4 IU U2 710 I= 1733 2055 2320 LFS i7-4'( 2051 PRESTRESSED NA, w[ In PER fa MR ro[ UR 3W 640 960 1320 1009 1549 2DO 19'-4'( 23n PRESTRESSED N.A. xe rot Fill Nit R6 5 Z35 20750 1031 1242 15ti 1716 21'-4'( 2561 PAE iRESSEU NR MR r4 He tm ta0 40 69D e45 1114 1353 1418 2Y--0'( 264 PRESTRESSEDNR• 7LLWR NA fR la NA NR IW 315 55D 744 IW 12JZ 1393 24-O'( 266') PRESTRESSED NA. M Nat ER BA Kt RR m 129 2W 450 1% aa4 AWL Ant SAFE LATERAL LOADS FOR W t W=A ART A oof gT=RRFn I Id lMTFL9 . Apt. Y SAFP LOAD LF TYPE LENGTH SUB BF8 RCMU 3'-f ( 421- PRECAST 1025 1024 1598 4'-0' ( 4n PRECAST 765 763 1309 4-6' ,( 541 PRECAST 592 591 1073 5'-4- ( 641 PRECAST 411 411 745 10'1( 707 PRECAST 340 339 016 6'-S' ( 70 PRECAST 507 721 490 7-6' ( 9n PRECAST 424 534 363 W-4- ( 1121 PRE(AST 326 • 512 230 10'-6' ( 126' PRECAST 284 401 1 BO 11'4' ( 136' PRECAST 260 02 154 12'-0'( 1441PRECIST 244 402 137 I Y- 4' (1601 PRECAST 217 324 110 14'- a ( 1681 PRECAST 205 293 100 14' 6'( 176jPRESTRESS® N-R. 2M 91 16'-4'( 164') PRFSI ESSED N.R. 259 83 17-e( 20n PRESTRESSED N.R. 194 64 19'-4'( 23f) PRESTRESSED N,R, 148 52 21'-4'( 25n PRESWZSSE9 N.R. 125 42 2Y-O'( 2841 PRESTRESSED N.R. 116 40 IV-O'( 210)PRESTREM N.R.91 1 33 RaVr IIPA AFT I nAnst POR 6" PRECAST A PRL'STRESSED U-LINTELS aa:4v' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH M-( i F --27 v 2 eF1z-2T BAS-IT ana-27 VW -TT mo-w CF24-IT SM-2T U25-rt zr VM- n Wn lr 3-6 ( 42 j l'T GSi tss3 2b55 24 4394 5M AM 7W1 141 nZ 3524 4394 SW 0)32 70DI 4--e ( 481 PRECAST 13C 2305 30W 3915 5323 W72 13H 2303 3D90 3e15 437D 9W 4'^6' ( 54' PRECAST Iro7 2040 27177 3375 4711 6371 I= 2040 2707 3375 4013 4711 6379 5-4' ( 64 i PRECAST Iole n 2276 28M 3391 356 45n Iola 1715 roa 2me 3392 3W 4522 6'-10' 7 PRECASTAm Iw 25W 3107 361a 41M An 15f1 20M M3. 3197 3610 410.1 6'-8' ( 78 PRECAST 135 U 1 im mk mi 3 I35 11D7 M6e 3" 2790 I 3712 7-6' ( On PRECAST 727 1 1624 2W5 2426 2e27 322E 717 f27I 1@4 2W3 1W 2e27 1 — 9'-4' ( 1127 PRECAST 541 708 IlUm 1474 m IRISW 2157Dd 7300 al Sol an 131e 1 lap tm 1 2204 2A10 10' 6 ( 126j PRECAST ma 5 1a nm 1411 O3a 2011 Sao W5 tt30 1412 17A m53 234e 11'-4' ( 1367 PRECAST N4 504 100 1077 1274 1633 17A rx 494 W7 101 On 101] 1915 Val It-O'( 144' PREC15f uD 45a 724 an It I30 M 470 530 WI IW2 IS o tat 2025 1. 13-4' 160 PRECISE 418 3W W7 785 W4 1143 1323 421 • 450 750 1159 418 16 1887 14'-D' { 166 PR A57 3e4 35e SO 72.4 aa9 IM4 1220 410 425 7n 1DII 135a 15a2 1107 14' 8'{ 17Cj PRESTRESSED 2D 334 eft 0 z gie tut Mf 395 aa] 95D f303 1510 1144pAl 15'-4'( 1641 PRESTRESSED 224 313 4a6 27 761 911 1054call 230 31a eta A WS 1240tA 1460 64e rml 17'-4' ( MIJ PRESTRESSED 1a7 203 1W 11.4 521 AM r,4 751 192 306 60 d 74D 10MA jVIm 1473 19'-4- ( 2321 PRESTRESSED 220 w 346 447 647 617 or, 747 160 213 4V in 241 fi 1059w,227 21'-4•( 25r) PiZESTRESSEi) 142 204 3W 39.1 4W Gea 1 05 141 2m 373 537 721 W5 043 22'-0'( 26-)PIUMFIES5ED 137 1 nS pA 370 02 US am 137 223 0 so m a63 HI 24' -0'( 2887 PRESTRESSED 124 170 277 2 to 597 174 202 Nil; 453 60 57 1776 n THE MWERS IN PARENTHESIS ARE FERCRtT REDUCTIONS FOR GRADE 4o ' SEE GENERAL NOTE R0. 18 Off S}W 3 OF 3. (e) . Pf[1D74TLIF$6 ARE PERCENT fz WRONS FOR GRADE 4U RFLD ADDED REAR SEE GENERAL. NOTE NO. 4 ON %M 3 OF 3. GENERAL f{ OTE No. 4 ON SHEET 3 OF 3. PRODUCTRP.VISED ` PRODUCT RMW1VPU a ODUCT M 4; V;' oEN • : m mupllig9 v+pz lln Pl0dd0 ° RAh4u F10Q,da • 2RODUCTIl"VDD n w0 , 0lhth.Florida Ow MoHdn ' Duadn,C—b w° C0d'pta o227•/$' aurflt[voL7R2( 19 m 2oz> 00 77cto 0 5_Tz F72 2 CRAIG PAIVIIN0 ba D u !L tiy G924 Cfl 679 MFRAL NOTES - SHEET 3 OF 3 Ml r , •••. o_ C Rit_5d\O BEFRM,R 33664^ f^Il8Y1: 14Ht(4 19aeHa1.-.IeI,r IDli Y1115L/E'L"_ i, r•IIH" f•1q:f i flSlli[t![aliClC SI—;frlH'/L: - 'f {• f rntH raa• I;7.1.;1rL1.,rH2 r a:i:i JE r.y 'E?, '!;';ib'..•;je i'I. ter i•• tH:r14.1 4;7.1;Ta1F91H; y`cra_k1.> 7F1 - ` _ ,,rt, ,. s5 GilIN 1;F121 ?;/1-id I4ATFAAK9 r.rllHel.itclxt;iuli•fur, !:nvA[t. SAPS CRGVrrY LOADS FOR 8" PRECAST wf 2• RECESS DDOR IJU ELS 4L:KS1r VVV SAFE LOAD - POUNDS PER IINJEARFOOT TypE 8RU6 6R2-W B eAfl 018-01 a Fit••aa MFM-08 M8_19 WLVj0- 61F0-18 W14-th WWII ou-I 6721-11 AIF'Id-I 4'-4' (527 PREGST 1635 174 3365 32a0 430 342T 6403 7w 1691 JW 5204 609 8059 9479 10493 S4 PRECA5T 1494 15" 3063 2M 3 Oa 4946 5124 6904 1,5 9 5 66311 ao60 70 10403 5' 8' (68 PREC1Sr gm1770 1710 2277 25N 3402 3966 ill? 24al 4667 1 6=1 006 7017(1,0311 lh 5-10'(70') PRE>wAST 810 M Im 160) 2114 2649 3T74 3700 1113 2342 4242 663! 7 a70a 6'-8' (8 2 PRECAST 797 001 IM3 3120 W48 0 443 7360 9D1 1625 3120 6046 7 15 9479 108 7-6' (901 PRECAST us 2459 3776 5743 7239 bV3 2459 377a 57 0699'-0 118) PRECAST 411 RM 150 2233 3121 4091 3148 1506 2253 3121 1 41M 60 i SAFE LATERAL LOADS FOR A' I;UVr`A-4T•d9'• 17rr n.q hnnn IIA MM A SAFE LOAD PLF LENGTHTYPE 8RU6 8RF6 RCy U 4'-4'• (527 PKGASC 798 757 1164 4'-6' (54' MAST 694 693 1073 5'-V (88-) PWS7 408 407 655 5'-10' (701 PRECAST 332 381 616 6'-8' (80r) PRECAST 595 788 464 7'-8' (901 PRECAST 609 674 363 9'-8' (1161 PRONST 370 00 214 J) THE HUMIRS N PARWIMESIS ARE PERCENT RDUCTIONS FOR GRADE 40 • SEE IENERAI NOTE 16 MUY ADDED REUR SEE GFNM& NOTE ND. 4 GXfitAL NOTES 6 Iv Ildda n mlwfo<lard a)10 w' bog -hl, d mm twb b —wdol, aNul cd ldb lm hJJ w• Ic'• pC unnocrl fn1.1 ' IODD pd f.n04 - Il uI Nr 3 o h<h k c y ri t ryI3) . cwlti edCM Np iEl ASDI'C-QI v .OY eIMo'd ma* al A6 14) lW bo 6a rSwM la Un cman rwuuY Ma h1 lafaNO yrdlne cW fojrslot DIYi10 270aw nASdbb$W e1a91. 6ede_o1 l lad ID 7) m . % bN rM n, yob M mbirm 4 bdi oW lxaloal+Jyy fa Md 6Pl 98 Wbao+o lnutl 4I/ ! A lei a.fl m lood } dd• Wo sld bd S laj fir a omb W b&%6 al &M m saS bd h m ml hm W9h1 .aom 51 irdru. Iq fr ud Iw9v 00 +m.n ih W. bd _ nod bq.+ Dma +aura 3) Praia fd wwlw b•d •d had Id t. 17) 3de I..& — VtM d A.•.bb h.d% 4) Tba maw b pnc>l,erh 1•dWn 0a pra4l rd..Uro 1. V.& 40 Od4 odCd rdx IQ Sob 1.aA b..d n r.9md du)p mdAb W NI Ia0 .rd AA 314 pop mayKZMrtie Uaw 4, 64T2 (i9)-- 6501 po 01 19) fir Midyn%i QICIRO ofon Ua fvd.l Ssoradb 4d ndB•onlrmMt101iai! om 5) Japald1 m.d v c¢ed m,a9. F2K 11ID `! . btel lfp{ it'6 17-i •m4 b/ef oxa6 ?ItODUCT NFAg71rL'D41_kdin F e F>oti'3Y fnd• .4w lawlag109w. Md bu. a T p _0 2.2 J5 7) on lY rd,R mq b..rid3.td br to 15 abam 1755r 2 m-1590pi 1) •tlhf ••Oo4br' ild.a ( W a. d wu* dt " oa30.obrd B7Wh+ r SEE SAFE IJM LOAD Th. d.W apt awls!. a MWW Wd. hwa V. 40. bal VXq YdComn fr 9q mornd od i Amy Irn Up% Cw ul y.: TABIFF FFjOR/ LLEAADD tua016FURRffD " (RCIIU) Ioa i nJlarLOa FULL PRO! 10) NE - Ri Odd a car II) hUm eY a44od rddr to IA bald d 0. toll.. OF DA Lld -4 I/2' Ca TyP 2) OR407 Of 8R60 SAFE UPLIFT LOADS FOR S" PRECAST W12" RECESS DOOR U•LN47ELS 4a741>re SAFE LOAD - POUNDS PER LINEAR FOOT L.ENOTH TYPE Wa-IT WI0 ti 6A14-I SRF16-1 116RF76- W-M-n WS-21 aWIO- M14-7 d022- SRF71- BWgFM- 4,, ( PRECAST 168 236Z am 3751 4445 5140 m1R6 2362 3036 3751 4445 5140 4,- ( ^ I a67 me 2722 U39 3107 4V5 41143 av 1604 2m 2939 3607 42" 4M 5'-8' (66') PREGST m 1 TM 2326 2a.54 33M 3911 a75 MM IM Z72a 2154 3382 3911 5'-10' (70' F RFfiIST MS 1207njj 1740m 2259 oi 2773 326t 27 9 55 1233 IT48 2259 27A 4 27 9 6'-6' (60') PRECAST 570 929 I I= 2429 2470 333 570 logo Iwo I9a0 2429 7670 3j7 7'-6' (90) PRESr1ST 5D6 742 13S ' 1T65 2160 25p 206a 606 a 4 134 7745 2166 2i67 29SB 116') PRECAST 396 413 fief 1222 16ft 216D 3 5 610 1072 ISW 2016 J) THE NUMMIS IN PARENDIEZ ARE PERCENT REDUCTIONS FOR GRADE 40 i1E1.0 ADDED REHAB. SEE QFNEM NOTE NO. 4 TYPE DESIGNATION F- DOAMM VM QAM7 aF js AT h6I104 W UYIFL G611Y pR 8F16-1B/1T I IOIDIO• R=Ary J5 ROM AT W lie CLEAR i y CYLL Y. S,, t— Is ImpaGM IR 401,011 PRODUCT W d1 DEL pYIIY 4y, 4j4j+• C •••• sir BaltdVgO REY156D I7 /cr111. Im11an691 tm uk the F1M Cdd`e ( 4N . nw? b 2 RP1g196D1 7 fRgDI7PrABylaiD) Do d.. Rh1haA16rld0 0.44 v "Tw7'cZZ1tdmlg•Flork6 N• b/ 01, q3 C 1J Aca iulm 7 Mn • d Crntmr P N• UZ 7 F oo D'ea Id ORAa ;•' . a PAFMO KQd. RC--W 4 V.R1 6324 CR 579 ctJ AN ER R. SM54 nP" ai s : ali7a CT i%Ir'1:iDr w.r. r. rrn9t>sr a41 rl rlc rut:rs r: {M r r m= rR1 ,ti/;y{:14r2 f;IS3 :1d 3 Aa f>77L9f.1: Wozyvk7 ,f5 :,•i- .... ii ;•f P; •. . ram. .. „..,. ...•„ u; a;dowws>t:4:aavl:+ln, r:14rr ir - •"s-' REEPh M IAM I -DADS MIAMI-DAD» COUNTY to PRODUCT.CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOIWC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMWISTRATION DMSION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) ynny.miamid ade.gav/economy Cast - Crete USA, Inc. P. O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section ( In Miami Dade County) and/or'the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, tided "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami - Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: .Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 14-0903.03 and consists of this page 1, evidence submitted pages E-1, E-2, and E-3 as well as approval document mentioned above, The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MORM01 I., Mi MI [AnE COUNTY NOA No.17-0821.18 Expiration Date: 09AI/2018 Approval Date: 09/28/2017 09 J 2 gl s" 17 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Pa7•ino, P.E., dated March 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS I. Test report onfleicural testing on 4 ", 6" & 12" Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel ,specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hanon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Perrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality Systenz'Manual for Cast -Crete Plachine Made Precast Lintels revised on May 1, 2002. 2. Cast -Crete Quality System Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24 2003 and Drawing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Plarch 24, 2003, last revision dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Muni -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. V, ( " /, 0! R, d p " elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regudatory and Economic Resources (REIN. E. MATERIAL CERTIFICATIONS 1. None. elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-2 Cast -Crete USA, Inc: - ,. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 14-0903.03 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, dated 03124103 and Drawing No, LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, last revision dated 06112114, all prepared, signed and sealed by Craig Parrino, P.E., on 08119114. B. TESTS 1, None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014 pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (REP). E. MATERIAL CERTIFICATIONS 1. None, F. OTHER. 1. Letter from Cast -Crete USA, Inc., dated 0811912014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 6. NEW EVIDENCE SUBMUTTED A. DRAWINGS 1. None. B. TESTS 1, None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Mianri-Dade County Department of Regulatory and Economic Resources (AM. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Compliance Letter with the Florida Building Code, 2017 Edition, issued by Cast - Crete USA, Inc., dated 08108117, signed & sealed by Craig Parrino, P.E. Helmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-3 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS I ILSF LLltif/LS i 4" SOLID LINTEL DATA TABLE K"i8 FiCFYrFIIFI',3.'4 t•'L'. r ar ll rrr>i i li'l:1di'J<arGSi f f5C3i fllSL^_J tQ• 6" PRECAST U-LINTEL—DATA TABLE iL1iT l if,l i7!•!tiril l.u!•!IISi•'-I MMAmc'iLTM1 xfryKanriJiUU ilMIr"C4aO Ir,yLmur"Iseira: srta:tlo S rnivrx sFarcF,7a1::.rr aFllFil!1FmFyjpmrc'/ai rnrrlSiir avra:n rca. uraF•v rsrlTYra r:rao Mrrr7Zr,-,MWM irmaFs/sa rzo raotrr>.s;.ar rzrsar zt:.irr 11, ravtan ra9D3nE6[ui arr.S I9 r2a'+.=.L'Fr.7 rFI rTr r Frter rti:.Irt,rv,FzstaFr MQI r>lo®rtxu: FFFaurra F'ara'ra rF,c eL orEu FF ra::FFgvra.90 r nFra r1..,=.I Fmctirr•.-:r,.,rF,cir Icrrtr ri•,cun r r.a,'sr u::trr oc tn YYP£ -e- TYPE -A" STIRF w r 11a! rlrotutiAitlr DGo}DWIO1 R monxo Fa FRp = AM MI. IFPaofFClEaKCOYgMfIAf7ANDCQMU90%O = 01 OMrMU% 1LMaQ1 7Nc Howl ealtlaR us-com Ust DD:. b Norm= sum r/U Yp A= u19 la. 0. AM fa mn /. Cwm STRUM.. Ab 'I DIG Was - L w L CCXWU SMIFAM r. - w M Foi .U. s OIW Mal U OW 1m GCr DD or ffi CF11 ohm 1W wum - "" t== t lA A - ales FM FOX . M IDans spar! - .... (1Mvok= CM rAL UM Y am 1 rUF011 4= ODU. G CUT Yrt oR a= to R nm Lis m= i SUOM rX01 lAW M r-; .. ••.. v 1. VY:Tii1:LYP•\Y 71a r-0iiiii M1II[S1,7L w'.iF.1;.?.c,:uW.FFF.F i:nl;'i • ,.I u:ara®vmr Sao F—MacrmTal[L'ar=..*_::.Ir•yvm:!e rtia©moo ! elcyr a reterv••assiar:a:.uFn.vex:r r iarrrc. iti/ 1 1 Ot:C•'•.I.7T::a[FL'i:.J ll ftlVt3 lF9C CrLlas rrr netirravrr,.•r.os t:a:y:r+e..r,7e an+r:+nnr. • - nr_, a,c•,Irtr rm>.rlta s'F•,r-ar.•an,rntcvss rrcrr>. i• 2[''SiCi'•R:i It7Ji::JIFG i[r 1J3:JOCS ECYO . PRODUCT Rr I= Ds cou'oyfim wfth 0lo F1oA O, i Aupymco P on llalo 8 moDua RffVISRD m Yloc•U"t0 PWIJI 2 V diaQ 00da jj C[MPARRIHO ptr M24CRM r SEFFMR FL M5W I a I . = PRECAST AND PRESTRESSED LINTEL DETAILS L7bLL s°" r rr` d it e n F roan wsuu a ou ol rr. WX UM wan Fs 2 ma¢cFm m trap raaro. ri maum FoiFI: stun r m I l GENERALNTES I) Yo4Ads pde. t ED 8aIoKhunarE nmartp c& a or S2) Nab load bNce hard en mW= bclr g. br,p Se(• bad. far lintel y e Nq 191E ead 121NE mast b. Wmd by 40x u hXy lurylh be M„ own A 1/2 bcbm 3) F mw Id manor bed and heod I" 4) lh armber 1. pvmlbeda Erfitalu 1b. percent rdmWa for gr da a OW awdd rebu. f 1 5 r% 1fRred• n2i I I (piJ -9talY Ina f 1UDog5) Al id.h mul or ncad Mowla'- FYm s meld OreaL173bf -4' a Ma1rr e+iW1 •r WL/IEo ddkdbo, o.. b rur¢dtoennaabmmat:• Ib fM'Y• Eaom.g C.d. S.caen IWl,ll as a>p 0) Sham blew Pohl- as mFh& 7) V aold labels fa be h -WW •/ 4' Gvumas borboo d aN a• wtomo. "Al.L E beI Qm/.neai i idr mast rem Ah w -bi. Wal 0 cv .h,raud dear= Y) Th. Fog amlrm i reabtbi mmmmemtt ead bode dw of dd-*Mj tram acm h ,errtkol cell mU OW IM 5-I Wet". Wg mldn dthe Gob 4 1 ON144 of .dxw oQ n p a}ad m eduv a ve • •ate rd lima The lea '¢mrdancapwi/ASN ` mm° m rn. Lnp. 14) Mach a aldd` dha d' raawp0easfehr the lo.d•9miA6 w 111 l;e^vagm Mal + lorheel d I.ed 5 ID Sde T." Mow Af he Old bad 16) Fa wgcdb WW 1d¢t. ail &ham mn enb b•d tram oed Imar hrlpbl don IB) Far (Wel Mnplh mi Avok ba mb load from =t lwgasl feriA ahma 11) Sda bade ar. eapofi p d 41m bk ba4 18) Sme bob based m mQasol ddpo.n°Q4& per PC E]d0admd A13 3p1rL I) r.kdorcd Maon ed maa.f6h3 Tn,a/ e 11n GddSe. dstci 1 a1a111 SEE SAFE LATERAL LOAD WES FOR LOAD RATING l! 11LL REINFORCED CUU R( W4 RU COURSE o-- .i rjlix 7 11r`' t w, 1/Y CLR TYP 1) j5 REM FOR 6' L W 2j 15 REBAR FOR 12' LINTELS CR40 or GM SAFE LOADS FOR 4" SOLID LINTELS W-0 M GRAVITY TYPE LENGTH 4s8 3'-6' ( 42' PRECAST 1180 4'-0' (481 PRECAST 959 4'-6' (54' PRECAST 789 5'-10' (701 PRECAST 460 6'-6' (781 PRECAST 360 7'-6- (90' PRECAST 260 9'-4' (lin PRECAST 156 10'-V (126'1 PRECAST 116 12U8 At1 R4rM I UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6' ( 42' PRECAST 687 371 4'- 0' (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(70' PRECAST 407 148 6'-6' (78' PRECAST 366 118 7'-6' (9n PRECAST 280 87 9'-4' (1121 PRECAST 187 55 10'-6'(I2n PRECAST 152 43 12F6 121`12 12F16 10) RR - HA mew ' •' '' 11) Eolbero IIrla .dd 1 reher to 1w benled of W b.tlma d the Oold colfq•. ':i •' PRODuar RL'VI560 SU8 6128 6F12 61"16 r. m amnplllina with tho F7mldt %,({ :: Ewop-nDo • •r •-•. Cj. 'bat' TYPE DESIGNATION J8 ' 1 :-•,•^, ^• •'°: ronRurvl. a H t • • n' ti n: 1 crtw a litm 4mn tt 'I Yi•'•S ,t .'•Ft''• F : v 12F16-28/2T . - ;t'5::. ; '- d• .3.Yc: `, amnmm rt rams • vi .+. .t.•+ • t•:,' p) mumrta t tcaaa % a : y- ,-r/t men • w•' ~ S' ,''- eair.f fi', u.>.:...•. .Z'• r A ' f i •— ava 4S6 : i J '.y i in. O • • iii i•1- sp , Y, 1,'- :• ' y. Yr G ' Pl • 12F28 121`24 12F20 r• j o " L 4` i5 rtm. m n i uIr m , • i J • [i ST : 7j' Um Mw• Ith au Inch I t e7" " . • . • . . • . :'OQ'. ,t._ /y • j, CRAIG PAARiNO w00C%tanro No - o o • • 07 lY i!W@UL gtQllt •le'.' RID.':•' MCR 67B mUon D.toa !8 6F32 6F28 6F24 6F20 '.r s' S; C` . ER 3SW to (/J —CAST-CRETE 411, 6" & 12" LINTEL SAFE LOAD TABLES e 1 om \` ,., . to ctvn IIE04S- 11 0141E IY: JONN i11UlA SCAT[: ILM V i'6 81 IWG 3 i CIaC$fD ET. a/Ip PAW M - AM M /OSi p1Afg Q:I O. L14612 SW 1 of 3 SAFE GRAVITY LOADS FOR 6" PRECAST LI-LINTELS T+ r1 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6FB-18 U12-IB 6F16-IB 6F20-18 6114-18 SF2&-18 61`32-18 S-6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48l PRECAST 2025 2313 3892 5050 6146 7227 8297• 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70' PRECAST 1067 1260 2198 3557 5734 7227 8297tw. 8225 6'-8' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (90' PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (1121 FREW 584 660 1056 ISM 2094 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4'(I3n PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 223E ON 13'-4'(160' PRECAST 373 417 646 895 1170 1485 1852 22115 14'-0-(16BI PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FORA"PRECARTUJINTM—q SAFE LOAD PLF LENGTH TYPE BU8 BF8 RCMU 3'-6' (421 PRECAST 5B7 1055 596 4'-V (48l PRECAST 487 787 445 4'-6- (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 360 198 6'-6' (781 PRECAST 263 496 157 7'-6- (90') PRECAST 222 367 116 9'-4- (112' PRECAST 173[ 277 74 10'-6'(126' PRECAST 151 58 I1'-4'(136' PRECAST 139 49 12'-0'(144) PRECAST 131 44 13'-4'(160-) PRECAST 117 223 35 14'-O'(IGn PRECAST 111 202 32 17'-4-(20n PRESTRESSED N.R. 130 21 SEE GENERAL NOTE III SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS wT-4~m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE: 6T8-IT V12-17 06-17 6F20-IT 6F24-IT SF28-IT 6F32-IT 3'-6' (421 PRECAST 1412 2074 2715 3358 3897 4638 5279 V-0' (48' PRECAST 1225 1600 2357 2913 3470 4027 458.3 4'-6' (541 PRECAST 1033 1592 Z084 2577 3069 3552 4055 5'-10'(70' PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (787 PRECAST 723 1 1D97 1437 N 1777 1 2117 2457 2797 7'-8' (901 PRECAST 648 883(m 1249 114 1544 w 1840 W 2135 m 2431 9'-4- (112-) PRECAST 575 67104 980 1252 1492 1732 1972 10'-6'(1261 PRECAST 514 462m 787 1121 133 1551 1786 - 11'-4'(1361 PRECAST 474 404Im 685 985 1213 1442 1645 IT-0-(1441 PRECAST 454 91 387 619 888 j 1093 129910 1505 %" 13'-4'(160') PRECAST 402 308 516 w 738 906 1076 19 1247 14'-0'(168 PRECAST 363 285 475 677 832 989 1145 ' 17-4'(2081 PRECAST 253 208 338 476 585 693 803 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FDR GRADE 40 FIELD ADDED REBAR SEE CENEIK NOTE NO. 4 A ('dRj j:"## CRNGPAF1RIiV0 GSSOIVA E;:+++ SEFFNERFL 33W PL P.E.1]C.N0.447S PRODUCT REVLSM 8 t PI d,vdh ft FlmidnaUd/ 8 r C ntrol rR0bUCrRl3VW5D emt qdoxlN The FWdn Acotw.,N 1,4 a3.cp — 1P C'ntrot`" 11ER cF E . --CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ME YAPS oR01Ft GM R, MW MWD SCM N1SIBMam—")' " --w .'a8 WD S/24/07 1 =Km RI CM NO, FX. - RM NO. WN 1 ULWW7 R0. W612 9Y17 2 OF 3 0 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS Wr_4~m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12FA-2B 1712-75 12F16- 12F20-2B 12F24.28 17f2E-ZB 12F32-20 S-6' (42' PRECAST 3428 5000 5838 7619 9352 11060 12755 14433 4'-0' (48' PRECAST 2923 4232 5838 7619 9352 11060 12755 14435 C-8' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 8487. 11060 12755 144 , 6'-6' (78' PRECAST 1383 1986 2879 4196 6421 10032 12755 1 7'-6' (90' PRECAST 1138 1628 2131 3218 4976 MIS 9783 13524 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(126') PRECAST 614 1043 1295 1853 2510 3323 4334 5632 11'-4'(1381 PRECAST 518 945 1162 1649 2216 28W 3719 4746 12'-O'(144' PRECAST 456 878 1073 1513 2020 2817 3333 PRECAST 359 767 928 1294 1709 2188 2743 14'-O'(168') PRECAST 321 7200 SO 1204 1584 2017 2451 J4205,13'-4'(160' 17'-4'(208') PRECAST NR 4510 631 581 1141 1428 1750I9'4'(2327 PRECAST NR 343 477 0 700 926 I152 1380 SAFE FOR 12'I Cam° SAFE LOAD PLF LENGTH TYPE 12Ut3 I 12FB RCMU 3'-6' (4Y) PRECAST 12951 4841 393 4'-0' (481 PRECAST 1295 1 4841 299 4'-6' (34' PRECAST 1049 3922 2417 5'-10'(70' PRECAST 681 2547 155 6'-6' (7n PRECAST 579 2167 112 7'-6' (90") PRECAST 474 1771 n 9'-4- (112' PRECAST 355 1326 58 10'-6"(12n PRECAST 306 11143 454P0 11'-4'(IW) PRECAST 278 1041 38 12'-0'(1441 PRECAST 260 971 3 13'-4-(16n PRECAST 229 857 278 14'-0'1(16n PRECAST 216 809 251 17'-4"(20n PRESTRESSED N.R. 633 16 19'-4"(232' PRESTREM N.R. 534 130 1) DE 10A MM IN ARCMI1 M ARE PER= RFDDC[IIII`LS FOR ari ULAUfA. RUIC 10 GLIDE 40 FIELD AM RWAR. SEE 6FNERAL ROTE H0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS o- aacr r A, or li;mq mD 9^RORi Imml q 4ft"4011" SAFE LOAD . POUNDS PER LINEAR FOOT LENGTH TYPE12RU5 120-2B 12MO- W4-11 128FI6- 022- IM28-1 W14-21 4'-4" (621 PRECAST 2538 2942 5468 75M 9640 11669 13679 15979 4'-B' (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8' (66') PRECAST 1347 1841 3555 6395 9640 11669 13679 15871(, 5'-TV (701 PRECAST 1259 1758 3361 5954 9358 11669 13679 156 801 PRECAST 924 1 1430 2M 4415 6884 1 T 1 14&q 7'-6' (90' PRECAST 703 1203 2157 3494 5259 t 7922p 9623 1132R 9'--8' (I181 PRECAST 389 843 1451 2157 3203 j 4427 5417 6380 m m LOAD PLP LENGTH TYPE 12RU812RF6 RCMU 4'-4' (52' PRECAST 1295 3692 258 4'-r. (54' PRECAST 1213 3458 2417 5'-T (68' PRECAST 784 2236 165CH 5'-10" (70' PRECAST 747 2129 155 6'-8" (801 PRECAST 602 1716 117 7'-0' (901 PRECAST 504 1438 914 cco 9'-8- (116' PRECAST 355 1011 9" SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 0mr4mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12111-21 17YI2-2112F16-21 12F70-21 12F24-1T 2112F32-2T 3'- 6' (421 PRECAST 2752 1 4287 5613 6938 M54 95M 10915 4'- 0' (487) PRECAST 23M 3721 4872 6023 7174 8325 9477 4'- C (541 PRECAST 2113 3291 4310 5328 6347 7355 8384 5'- 10'(70) PRECAST 1623 2527 3310 4092 4875 ISM 6441 6'- 6' (781 PRECAST 1444 22 2972 305 4375 5081 5784 7'- 6' (90' PRECAST 12570 1787 3194M 38D6 m 4417 3028 9'- 4- (1121 PRM45T 1028 1171,02006 2590 3067 3583 4079 101- 6"(126' PRECAST 920 947 04 1612 2281 2764 3211 3653 11'- 4-(1361 PRECAST 955 829 1404 1982 2441 29020,3364 W- D"(1441 PRECAST 814 p 753 1269 1788 2201 2616 3032 15- 4'(1601 PRECAST 678 633 1057 1485 1826 2169 2513 14'- O'(166') PRECAST 622 586 974 1365 1679 1993 2309 17- 4"(208) PRECAST 434 427 695 964 1182 1402 1 223 19'- 4"(23* PRECAST 366 3701 593 817 1002 1187 1372 1) THE RUIFBERS IN PAREIM 95 ARE PERCEW RFDUCMIS FOR GRADE 40 FIELD AM BEOAR. SEE GTAER& ROM M 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2' RECESS DOOR U-LINTELS WT. 44"" SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 119FTrti IlAF[0 11AFI4-2 12RF16 2 I2AF22- 1$623 l2RF 4'-- 4- (62") PRECAST 1626 2635 3746 4806 5867 6928 7989 4'- 6' (541 PRECAST 1558 2582 3602 4623 5043 859 7684 6n PRECAST 1210 2042 2850 3658 4466 5273 6081 V- 10'(701 PRECAST 1173 1954 2769 3553 43M 5123 5908 6'- 8' (801 PRECAST 10201 1538 2426 3114 JIM 4489 5177 7'- 6' (W) PRECAST 904 4 1226J 2163J 2776,j 3390 4003 4617 19re' ( I181 PRECAST 703 j 771 1472,j 218lj 26&Q 3145 3628 n THE HHMS IN PARDDRESIS AIM PLM09 MMM FOR ' SLL GENERAL NUTS 16 ++``....:.,. RIAIBEAS IN PAIO}lO ESIS ARE PERWIT FEDUCTI@6 FOR GLADE 40 FIELD AM R®AR. SEE (IMMIL NOTE RD. 4 PRODUCT RELG E N 3 40 FRO ADDED R?EIM SEE OEIVA NOTE ND. 4 mid. .447 PRODUCTRWVFJDD A Paneo b o `71C `• 7:. b or101 Rho Fkdda ODu" - i; Z/, '.• T FD/.` AwgM.,00Non o o ,03 1 I Ike Rl t• C,i++, 63PACRR579 SS/ d` SfiFN6Fi.k4 mm °id0 SEE GENERAL NOTES -SHEET 1 OF 3 A A,E4.`+ FE.P.E9dC,ti10.41W7513 mCAST-CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLES FEE IWIL• MR-14 OAAYR nt JDHW AAMVD suu: ILT3. r l'" EI,L' 1 • OAICt31103 OOCAFD Ri gUfO PAS, IE - Ra ND. (TILT ELKO. Li1Rf2 SQER S Oi 7 MIAMFNIiAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Muni, Florida 33175-2474 T ( 786) 315-2590 F (786) 315 2599 NOTICE OF ACCEPTANCE (NOA) vnvw.miamidade.gov/economy Cast - Crete USA, Inc. P. O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ) This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section ( In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: " Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Panino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -bade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entn•ety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 17-0227.15 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, E- 5 & E-6 as well as approval document mentioned above. The submitted documentation was reviewed by Relmy A. Malcar, P.E., M.S. IAMI• DADE COON / NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 Page 1 T- LiOZ/BZ/60 mizu Ieeoiddd ZZOZ/TZ/SO :a;uQ uoNua?dxz,( 61'TZBO-LI 'oN VON tosjnjadns uopnS loquoa;:)npoad S'N "a'a 1-1"uw •v xmjw daoo laals umg2uluualg d4 avgaa S# aof96/£0/t'0 Pa1vP ZS90(7/v-p8# laoday uolloadsul pablilaaD 11W 01 daoD laals uivg8ulutalg dq avgaa cof96/IZ/p0 Palvp 80ZIZIY-p8# podag uot3oadsul par,!•tpa,jyN 6 daoD laals auvgsulw ctg Xq avgaa p# ao.196/90/£0 pamp 9096IW-Yg# laodail uoljOadsul pa&IllaaD IRN s daoD laa1S tuyg8ultuatg efq aygaa 0 aof96/SO/f0 Pa1vP 6tZOUV-PR# laodaY uollaadsul pafr1aaD 11?N L daoD laalS utvg$uluua:d rfq avgaa p# dof 96lgZlro Pa1vp 7££99T 8S# laoday uotloadrur pa,r!laaD 11?IY 9 daoD laals urvg2gtwdlg dq avgaa S# aof96/6Z/ZO Pa1vP PI96TN-AP# laodag uolloadsul payuaa711?LY S laalslaauiv efq avgaa £# dof96/SZ/f,0 palvp OfiZ8L0-IIIZ# laoday uolloadsul patfti caD ll!N y rfuvdtuo utdsta ate dq puyals -guzssa.gs-a ld .1of 96/i I/t i PalvP Sk£8-OZ# 1-today uotloadsuj pazzfjpgD 11?J rfuvdusoD uldslaD aql dq puvals 2ulssaa;s-a id.rod S6/OZ/90 palvp SLZ8`OZ# podad uoiloadsul paLr!p9D IIIN Z tf.cojwogv7luawaD alplaqooag ueaopglnos dq luatuaa aOf966I ItadV palvp P# of?S podag uoiloadsul pal( iaD 11?l1t I SMOLLVDIALLMOD WRTH.LVW 'Q V•d bulaavd 210-10 dq palvas pun pauSls '•g d `ould.rvd Smao dq paavdaad saffvdSp 196/II/II palvp 'slalut7 rloul-g aj9JD-1svD .10f SUollvinolvD• •Z d 'outaayd -; vWJD dq palvas puv pauSls `•Y'd 'out.ravd 21=D rfq paavdaad saSvd 61'£ 196190190 pajvp slajul7 gout-g alaa j-lsDD .iof suo?lvinalvD •r smollLdIaDriva 'a y•d 'uowvg VaagdolstagD dq palvas puv pau2ls 'L6/0£/LO PalvP `9ZOL6Z 'oxIaodag salaolvaogv7 go tvasag pallddj7 e(q pa,rvda.td `P6-6ZS-gNISV iad 'sitatuloads lalu?l alaaouoo (9 j fo lvlol 'slapoyu Pallbd sla)u17 alaaouOD passa4s-9ad puv lsyoaad uo Supsal lvanX9bruo laoda! Isar •r Sisal .9 g •d 'Dina rvd -Slmo dq pal -Vag puv paugls s2uzmvap gloq 'Tfo I laags 'g6/gZ/#0 pamp p# uotslta.r 1161LO190 Pamp `•g'd oul.r.tvd 81v1j dq paavdaad ,,salgv.L pvo7 afvS MUMS alaa0`1sDOu Pallil `gs7 'old SulnavaQ puv 'Ifo I hags '96/8)0/II P9119P I# uolslaaa '961LO190 palvp '•g•d 'oul.r.rvd 21vao dfq paavdaad ,,s11vj9( uotiva?aged 1a1u?? „8 ala.10-1svo„ pally, pad 'o)v sulewa6l •r SoNMVIa • TO•£T90-96# rWAOuaav SllOIAaHa dao a Qas..Liwfns aama QAa 'T IHJLI aas a3uaOI[Aa :R3XV.La3D3V AO ffDUOR 1 1 • auI Vsa ap.13-1sua Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-1W0749 dated 04105196 for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine k4ade Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None, 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of], prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on 1V1ay 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. e my A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-2 Cast -Crete USA, Inc., . NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # II-0121.04 A. DRAWINGS 1, None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January. 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 G-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNIITTED 6. EVIDENCE SUBM[TTED UNDER PREVIOUS APPROVAL M12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By N iami-Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. elmy A. Maltar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E - 4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #16-0126.03 A. DRAWINGS 1. None, B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and seated by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 9. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #17-0227.15 A. DRAWINGS 1. None. B. TESTS 1. Verification Test report on flexural testing on Precast Concrete lintels Filled Models, total of (8) concrete lintel specimens, per ASTME-529-94, prepared by FTL, Report No. 16-0425. 08, dated 01126117, signed and sealed by Idalmis Ortega, P. E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (PER). E. MATERIAL CERTIFICATION 1. None. 1 . f Cffeimy A. MaLkar, P.E., M.S. Product Control Section Supervisor NOA No.17-0821.19 Expiration Date: OS/21/2022 Approval Date: 09/28/2017 E - 5 Cast -Crete USA, Inc. . I . NOTICE OF ACCEPTANCE: EVIDENCE SUBMTTED 10. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete USA, Inc., dated August 08, 2017, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2017 Edition. elmy A. Maker, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: OS/21/2022 Approval Date: 09/28/2017 E-6 1 J s':i'r=uS"i L;r 'yTtr i{"ayx_. ;; r•;,;Fp _ .Pj,¢Cc.',s;ij: ., A'E-0 .n- a Z. 7`il. y jl I TYPE "A" STIRRUPS 7 32"p BAR in UPS 6 1 • B STIRSTIR U lu T1Y 6TJ. p 8" PRESTRESSED i:`i'11 I.YSLtR Y.iiL•T.1fU i i, 6rGSi[•III:' 1Ci cl::]fIC1i r itiCcl A rreslWorm 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE LrWT TIlir T rJ YITiL TT7'i3RY7i,Sr7A-. ii(J! i ID' OIiCiEm2r,M— fII7fc 1Af Ei©L tl6Fi•riE]GU©L\LEIalcra[s=r•n i:arrus+RY!TM12 ilr..1011rno SC'iF-itl YLL• F1fIS'aL`L'.'.'':+lR.'r,•"1t/E}3'::Bf i©©V, ia r c mar ter rjca r u:r r. n; :.a r . ur• r 4\ r r,e,iifCraC Si[* rTa:arlTlrJrhlSir1'"+'C rrr/\rr a r i[IMd T17 rLar• 111.11 y!"rra Td2 7• .DID NL t?T •r .®Sr. u IM tTWf Wa. iO •••11 10 RrQTMWM CAGE FAIRICATION UGOfI. ' m P.— W_ m TTa"a "a mi •r sotm7 I lie R .. r , rRmumn 1pmlRTfNwaGiNG CAGE FAORICATTGH UOGEl 8" PRECAST U-LINTEL DATA TABLE i,JZwUJJ#L•t:ilY iTJilAitlL;R rr ausr.:i:,;e urvc tte,ilv t FII<IY{'217, t"1[5i V iLSS W4\ T9L!aAkMT Cvital:IraO EM. a 7 t[Tt1m',L L tFAL921J lL7Sm r mKTT,jKumrfv nnCla wall', F i0c-i mWA mr'.Iaa:II" F" rimmIUMr li raes[ cx*n rzii ae r• rr mac; ramrfR ylIWAF B mm TWA Mwo rr ec7 nmrr.Iaij IIIr aU"M 01 r K1:Ar Tautaulr uu ar ru MemmEcEwom TICS rRORGa' M WvW TW o flIn= M PRDOGCT N VAT. a U PROTECTED ST COlTOW LOTS Alm C NICT SE 74711W = TW DLR100TTTED TTOEDW TNR m ml "UT9 CWITA711 or oo-== CSA. Gw. 1. QW¢DRG010 •SrM; 7/22 DAR A31N ASTOT N. P/. T. OOTQ TUT TOM TO M OF AND Rmai SWOE SD ATM AS1ar7/1T X= TIIDIIIQD C COW= SIUM mm POR jiO01W01 nDESi too-REtMAM ptualt m ON OF R¢ RENIFU b CAM r0! MUMA 21aW A319 AAra TN. Cr SV WM " a. TROT 114 1aDffcRWm cm W m rA= R TadaTvu 1 OMM= fi1007ffir /. 440 fsl Tax r rl 7l rA A t>m Atum1mo COTUui P. • UN M 102 ALL L S,a raDRu OF PO1rPRQT nm no= PERlaCAATDIOIUSiLS. CD.TR Or chi WV TK uam D1 UN a. OOIAa rTiSTIITJ laCa - 0.7D R IF- OF r9C2E0= UTOEC RWifCWO1O GAOT 1. 71mma tTnwm rRrim-W TO t= W= AND UUMM FQXCP. f(/ f( a6aftcoa vntrotto.rM AIJu o 03.02 u,aAuLdj zo1GTh 7 E 0 a : CRAIQ PARRINO A. A' v.' ` 8324 CA 676 43i +I1v •'' y & LxRiER FL a 335B4. ZONAL's;+\`' A,, FL RE LIC, ADO."755 CAST-CRETE 8" LINTEL FABRICATION DETAILS SAFE LATERAL LOADS FOR SAFE UPLIPT LOADS FOR 0' PRECAST & PRESTRESSED U4-INITE18a9tt= r_QntnTv t nnns FOR B PRECAST 8 PRESTRESSED I JNTEL8 maar nRra LATERALL A S FOR grn4 r4esv' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH as llfs-06 WII,49 aF12-05 area-fe 6FIl-0 anfl-m 6F2046 I ana-M WH--W M-fe 6P1646 rslS-ls 6F72-D0 AM-ta 3'--8' 4n PRECAST U31 3ae9 3719 503 9607 a064 9502 M( 3049 46M 7547 U74 IMM II1109 4 -0' (48 PRECAST 1966 2W 1 317E 4520 5l11 7034 elm 2693 405 Of Ll 7547 U74 10394 118M 4'-6' (54'f • PfiECAST 1r3pg 1062 2110 2031 3753 4571 6m0 cm 2160 4375 1 1113 7547 a 8872 to294 I Mt 64 E tEGLST 1217 f343 143a 1909 75M 31D am 4210 leas 3020 165 7547 7342 a733 la121 6-10-(T0 PRECAST 5062 1105 1173 143T 2090 2540 MOO 3fM 1451 m2 4360 03 GM 71S1 5=18 B-6' (781 PRECAST gOg t231 21 3031 3707 4363 6051 12U 2177 3H0 5MI 1360 aW 7'-6' (9O") PRECAST 743 lull 17A 2632 2203 293 3191 30 1011 121 26Sf 3a91 ew1 14Q 6472 9'-4' (i 127 PRECAST e e4 199 tIW 1675 294 31ae 201e 3m2 752 1245 160 251E 34ae 5310ft lO'-8" (126 PREdST 475 5m a90 1247 2993 1777 2103 2a16 N3 1032 IDM 1013 2751 47a4 11'-4'(136) PRECAST 362 su 945 UN0118412423312740 592 90 1 I366 1 1846 2421 3127 40M 17-0' 144 PRECAST 337 540 873 U64 104 2193 UM ass¢ 50 e73 12 44 16i+ 210 M 3541 13-4" 1 PREGLSi 296 471 755 1075 142E 1915 LTI9 26M 471 766 107a 147e 167e fUta 211 14'-0'(1E7 PRECAST 279 24 I_ 137E 1997 llxT 217D 41 700 1002 132A 107 2327 2930 PRESTRESSED H. 51 7m II: Im 45S 7a7m IS70 1002 247245 217 719l2 16'-{'(1841 PRESTRESSED H•t 7w Hit to xa ara HA 412 710 125E 1717 3 71M DIY T7'-4' (20a' PRESTRESSED NR MR rot Nr to ae 300 e4e 95o 132a tt29 law 2D9 iV-1'(212' PRESTRESSED N,R• tw N NR tat tot 235 4m 760 1637 IlII 1511 1715 21'-4"(2551 PRESTRESSED N.R. HR UR1X3U1059SIRt359 141e 22'-0' (264-) PR6iRESSED NA, Im IR to NR He 10 31a 550 7a4 1Oq 12a5 13n PRESTRESSED NR Ht M 45 MR24'-D'(2Bn 1A IW AR IZ9 13D 450 0S4 SN 1092 1t27 4" r04G". SAFE LOAD LENGTH TYPE 8UB 8F8 R ;MU 3'- C (4n. PRECAST 1025 1024 1598 4'- 0- (481 PRECAST 785 763 1309 4'- 6' •(541 PRECAST 592 591 1073 5'- 4" (641 PRECAST 411 411 745 9'- 117'(M PRECAST 340 j 3313 015 6'- 5' (781 PRECAST 507 721 490 7'- 6' (9n PRECAST 424 534 363 9'- 4' (1121 PRECAST 326. 512 230 1 1--V(M-) PRECAST 284 4G1 180 11'- 4' (136' PRECAST 260 452 154 12'- O'(1441PRECAST 244 402 137 13'- 4' (1601 PRECAST 217 324 110 14'- 0'(1681 PRECAST 205 293 100 14'- 6"(1761 PRESTRESSED N.R. 2m 91 IV- 4'(toe) PRESTRESSED N.R. 259 83 17- 4'(208 PRESTRESSED N.R. 194 64 18'- 4'(23Z") PRESTRESSED N.R. 148 62 21'- 4'(2567 PRESTRESSED N.R. 125 42 22'- 0' (264-1 PRESTRECM N.R. 116 40 24' 4'(2MI PRESTRESSD N_R. 91 33 W- 04m SAFE LOAD -POUNDSPERLWOARFOOT TYPE LENGTH era- rt e7e- 1r ariPy errs- 21 snD-, r 1ne- 21 u2o- tr OW- 2T am- tr en+•- u UU- rT Ieu a aM- f7 SM14T 3'- a" 42 PRECAST IS® 165! 4 43M M am 7ml 1a' i9 265398 4324 SM 132 7001 C- O' (481 PRECAST IM 23M 3010 3315 53m 4D7f UN 23M 300 Ale ap sm GM 4'- 6' (641 PkmkJ r I2117 2041) 2M7 3Y7a 4043 4711 0371 f2m Am 2707 3A5 4043 4711 On 6' 4" (a4') PRECAST loll 111' 2270 2LTa 339a Sri 45H loco 1715 117a 2936 3319 19 4522 b- 10'(701 PREG4Sf Sm W 2593 3 OM 22! yW 1593 3f0 35 I33 8'- a' (78' PRECAST 0 Hm 137 3251 37 13S 1401 RM MO 1 3712 7- 0' (90' PRECAST 7n 1i24 tars 2 2aT7 rm 717 1224 1624 10D 24711 2e27 311a 9' 4' (112') Pi4ECAST 59I 703 IAa 1474 1116 2W 2S00 ON eel 1318 160 IFS 1 204 25f9 ID'- V (1Z6' PREMST 630 875 91e m MOM 1481 T730 It am M5 IMM 1472 9 ad 20.43 2340 136' PRECAST 474 Soo oil 1037 m U74ad 1513ml I753 424 607 1042MI 1372m 1143 A 1915MI 21R T2'- 0' 144 PRECAST 470 45e ru 97n 11 1399 ISM 4T0 3a0 94o t3o2t. moul isimml 207a f3'- 0' 160 PRECAST 418 Jl6 IV7m 964 110 I373 421 • 400 Tao A 1152 to IMM I 1Se7 14'- O'(1651 PRFLk4T Ja4 356 m 50 bA 724 o us i lomnil 12M cs 410 423 717 0 1033 g MM IWZrMl ISm 14- rY (176) PRESiiR%211 n1 e25 91e MI 325 to OSD I 151e 1734 15'- 4'(1841 PRESTR 317 4S6 127 79 917 1054 343 016 on 124 Im 3 MIPRESTR 05 M me 40B 75 177) 1D' 4' t232, P(tFM 229 34e 447 547 747 2m 420 M3 N m 12D21'- 4(2567 PRESTO 1f31 30r 393 eo S6S 6% 142 M2 373 97 721 t41S 104E 22'- 0' (264' M.51ESSm 137 797 7a 37f 1ST bil a3o 137 223 Abe 513 m Gas 292 24'- fi(28a' PRESTRESSED 124 I 2e7 Six fi 49x 657 124 2 319 455 as O7a j) THE NUNRERS w PARQBHESLS ARE PERCENT R[DIXTIONS FOR GRADE 40 FIELD ADDED REEAR, SEE GENFiK NOTE NO. 4 ON SHEET 3 OF 3. SEE OENERAL NOTE K 18 ON SHEET 3 OF 3. W QU R Q w V. C E N PHOOUGT1437V1SEDc. d. 0x Flodau as " nn q o Cal+ 11u0 1 + 0u 57odC0 almco r` Dino A..Pbo 17-o Z27. /S A¢' oa 1o.2oZz xo nA31 AA7 o Duo o - ZJ iZ 2BY z J v ; GY NERAL NOTES - SHEET 3 OF 3 M TE IlkA, R t`;p,:_ W', I31raw Nit MttW[MI 1RJ7" U M rtm 4NWC W GERERAL NbTE NO. 4 ON SHEET 3 OF 3. PRMUL fmjmD 0° 0 CbnWAftCd. molRw4da CME1FAf611N0 nDm ° o oZ Q,; r 8924t;F1679 V RETE 8" LINTEL FABRICATION DETAILS 0m11n mw1w2mf.L-mLm4u3Ij =a Gar m sau9 t: 1E0Ct<MDa0 am mun4 ri - m m 49511 OAMW iL rn am 2 Uri SAFE GRAVITY LOADS FOR B" PRECASTw( 2- RECESS 001OR U-LINTELS C""'K'V SAFE LOAD -POUNDS PER LINEAR FOOT TYPE 8R116 Mb-o0 NFI OFl ane4 m" uno.-ai eto: Ia elFlo to afN-I eltFte 1 m7x-t to u to mffso-t 4'-4' (52 PREGST 16S 1741 3355 0 43W 542r 493 7667 1a91 I 3699 520b 6179 am 9a71 UZ 4'-6' (54 PRECAST 1494 1111eJIMIS32M 3961 4246 5924 6904 1756SM alb aM 070 10035'-8' 651 PRECAST 866 9201711 2277 2139 3402IM45579Mea747AM 5-1D"(7D' PRETitST 810 eaIWO 21M 2640 3174 370911134242U3I7402 e7oe6-8' 84Y) PRECAST 791 WI31TO 504a 7747 IHa 7350 W13120 am 7915 9479 1 7 6' (90') PRECAST 765 1490 24W 3775 a743 7239 Odl3 7@S 1490 2459 3776 6743 I 9•-0' (I IW) PRECAST 4114. 156a 2253 312/ 4W1 3146 2/ m515022533129ll51191 THE NUMBERS N PARRS MIS ARE POWN REDUCIIORS FOR GRADE 40 fall ADDED REBAR SEE OEMIRAL NOTE NO. 4 SAFEEATERALLOADS FOR A• vucr•.Aar.dm• tMr Mn nnna im rurrrt A yf,,, // e1 • SAFE LOAD TYPE LENGTH 8RUB 8RF6 RCMU 4'- 44 (52' PRECAST 758 757 1164 4'- e' (541 P116CA5T 694 693 1073 5'- 8r (681 PRE= 408 407 855 5'- 10'(701 PRECAST 382 381 616 6'- 8' (80r) PRECAST 595 788 464 7'- 6' (ODI PRECAST b09 674 363 9'- 8r (I I PRECAST 370 490 214 w SEE G94EK NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECASTw! 2° RECESS DOOR. U-LNTELS 4casly4l4R119 VV SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 0: 5-IT Wi eRA4-I 18-I I SRF7e- dMd-n MI- 9 eI0.10 a14F14-21 ellfle ata22 ORFU- MM-21 4'-, e. (521 PRECAST obs tlss mm 305/ 3751 4445 WO a5 I= 1 2362 6 MI 4445 514o 4'- 6' ( J PRE R 1604 2272 2939 3602 4275 4943 007 IU04 1 2272 2R9 3607 4273 4243 5" ( 6B) PRECAST m1 1M 2325 212% 37e2 3911 e75 128 1797 23U 7654 37a2 3911 5- 10'(7 PRFLlST as 1207 174e 2M m3 32i6 tA 2JG9 ty 5% 1233 1746 1 2259 nn 2799 8 - 8' (80') PfBSAiT 570 Mag 1530 IUDm 1429tu,. 2571 3T21 s70 IOW 1530 MI) 24S 290 3329 7 - 6' (90') PREGST M6 742 R64 ' I 29ae 6W m 1364 1763 2168 9'- 8r (11 6' PRECAST 395 465 114 1222 im2_018 2160 395 560 1072 IaM 1331 f) THE NUMBERS N PARFNIFIFSIS ARE PERCENT REDUC1 NS FOR GRADE 40 FTELO ADDED REBAR. SEE M E K NOTE NO. 4 9 ILIa4w bq _", d I4 W, I. 12) rase= aA .dofodiV s! TYPE DE} GNATION a[ p ct a ad1 w 1W0 gfrq 1a 1Lpml + JlA9 wU CaO OW wM aii.a+ rol ywPs} U) ib oLtr vku d 6 y Ir.49cd 'u alma {• pueppf >m rtm bas W49 N Yare rypSc1 'r •aad•Ka dG l6fLL C-Qf w •21r Mproed Q FP - T fGID CROOF U - IA601Ee OI Of (7 at 19lT F e01f011 aF 1T106 GWT To I" Iq a a Wed ill • . w"9 i ` .. BI F1 16 —1 B /IiT j 2) N swa. a aFialor 4 190 aroltal r°rtia. SN. valktl lord . latmd 4d Noma mm i J I-•pp101•/ 0i 15 NNW Frmlia: Sd• 4ea• W Tdd qy ala_ 4nfh6R 11 mUA M tl,•i5i! rW 16) fer mpulls W d bV0 ul Oiva as mh W (mm and km WON sboa F MEM mm IEDM Ala/ 141j4i/ frc IQ fa rdd 4.9mt W S*a; m. ar. kod hm ndd 4on3 hv4i den.Al f : E TOP 3) Rwidt tM awl•r Id ad Add }rkh 17) W. W6 K. aa)Wwud I I l •'•+• 1; v R6G'0 4) n. ma1b.r h praU6. 4Laief go peel foloom tw Qda1a . b:;Zd nl•t IN) $0. bob had o r•4.d dWp wwtja pr ACI MO °d M 34 r'h_ 1- tA!' arlrt D3 C yld l IN pf Id - an 03 a f5I rb.cGa 4• 14 A5a1 fl 19d@ m t v.aer lt%JiD I 19) Ad x-rkkml 4.awdb ad \• • drn Or 6.41 Sp 6aTdt 4btadz" quay gffjp nidwed wnvdr Ytit r ,a r' J. 1 `):• j_ '.• C.ILV. r. , FEr3ll4L1 Pl•drm Odd a D-i wd kler dePROD=KWEVO) da r J•,. 3 dg t'• pw em. b fyq 1prlte LL•r. C°aS 16W31w'r' 0+&64°8,7 Wm-mO3'ic6 u-9b the Flaile q 9m teed mdb m a•9r4.1 A=ptmwUo -02.2 ISOO i tir: y E. EvIsowng. 7) Ow 17 ,*v m b aAr4Lbd la h• 15 r.bom 15 f181411 A WIN Of 19OA WAY d) d 0Ad °eat m * w W --dad O9 W rlwd SEF SUE UJBaLL LOAD FOR 1610 W07i0 SF PmRO DUCf RCuh 7 Acnaa f Id1Y Wlm ' w).dhr aaudr. 4( b.b 4wc ur vf. 4°I I•EW E7 ekd4 m. i adorn Ad+6ra onmml ad d¢a d 4' m hm W. 1...' FOR p u. C w.yt '. fir• gyp, U,• •' , ' ' O the p YLtBwi0rtheFlorid: cad° M Ieu d . 44 10) RA - Rd Add PIA E E N :limtdirip P'RODUCritmawm aMlfhOtdrnlAo - • DkfldO N° rt4o0001• 1> a:e RWIIOUI/2' 10IdlsrGIYwildrdwrbkholdd16• tw0m d W P.hl aiAr. MR tYP Vn 2 s ROAR 1 OR40or OR60 8a4W5ry O° do P•a•• No - o Ih•• 44 n3= * : OF c% uatdLlhaPldrM. AeaptaooaodMao ! Cbntrt: r IonOa4 AoZ yl WORMrh. SAS..... ' CHAMPARRINO cap0, SaR4ER, FL =84 P i ca 3.iTa triirl rwsr i raraa4Es>s lari•1:u rrcr;rid:rs:1: „.. ?> %.:M CAST—CRETE 8" LINTEL FA13RICATION DETAILS r;;,- ^ II•\ f• 7frFel.lif/.l;fi1_Cll: 4AVAr-t:7C?y' >•%{' .: lfl:lir.1.!T'n:41i[d 1oral/lr:Y +• IIe\:$.It1a1:111:7il1:4T'141h1: _ _ _ _ I:YiYaliGll r FLORIDA 011PARTM11M OF Business&ProfessionalRegulation r BCIS Home I Log In I User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff I BCIS Site Map I Links Search Florida Product Approval I. USER: PubII[ User r..•rc+u • . Product Aoorovai Menu > Product or Application Search > Application Lis[ > Application Detail 0 OFFICE OF THE FL # FL13192-R5 SECRETARY Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909)349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909)349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909)349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. V! Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R5 COI RIO - Certificate of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R5 Eauiv RIO-2692E-17 ASTM C1186 eauivalencv.odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/09/2017 Date Validated 08/25/2017 Date Pending FBC Approval 08/28/2017 Date Approved 10/10/2017 Summary of Products FL # Model, Number or Name Description 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 RS II CemPlank-Installation.Ddf Approved for use outside HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.odfImpactResistant: N/A FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathing.DdfDesignPressure: N/A FL13192 R5 II NOA 17-0406.06.gdfOther: For use In HVHZ install in accordance with NOA 17- 0406.06 Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 RS AE ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 RS AE ER RIO-2687-17 Plank Shingle to CMU.odf FL1319Z RS AE ER RIO-2688-17 Plank WSP Sheathing.odf FL13192 RS AE NOA 17-0406.06.odf Created by Independent Third Party: Yes 13192.2 HardlePlank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 RS it ER RIO-2687-17 Plank Shingle to CMU.odfApprovedforuseoutsideHVHZ: Yes FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathinn.DdfImpactResistant: N/A FL13192 R5 lI HardlePlank-Installation.odfDesignPressure: N/A Other: For use In HVHZ Install In accordance with NOA 17- FL13192 R5 fi NOA 17-0406.06.odf 0406.06 Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 RS AE ER RIO-2683-17 Plank Wood Metal Frame.gdf FL13192 RS AE ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 RS AE ER RIO-2688-17 Plank WSP Sheathing.odf FL13192 R5 AE NOA 17-0406.06.Ddf Created by Independent Third Party: Yes 13192.3 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 R5 II ER RIO-2685-17 Shingle Wood Metal Frame.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13192. RS II HardieShingle-Installation.odf Design Pressure: N/A Verified By: Ronald I. Ogawa 24121 Other: Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2685-17 Shingle Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13192.4 I HardieShingle Panel I fiber -cement notched shingle panels (straight edge, staggered edge, half round edge) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13192 R5 II ER RIO-2685-17 Shingle Wood Metal Frame.odf FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.Ddf FL13192 R5 II Hardie5hingle-Installation.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 RS AE ER RIO-2685-17 Shingle Wood Metal Frame.Ddf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.Ddf Created by Independent Third Party: Yes 13192.5 Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVHZ Install in accordance with NOA 17- FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame Ddf FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.Ddf FL13192 R5 It ER RIO-2688-17 Plank WSP Sheathing Ddf FL13192 R5 II NOA 17-0406.06.odf FL13192 R5 It Prevail -Lao -Siding --Installation odf Verified By: Ronald I. Ogawa 241210406.06 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU Ddf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathing Ddf FL13192 R5 AE NOA 17-0406.06.odf Created by Independent Third Party: Yes Baclk Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phoned 850-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Stntement :: 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 mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: a M e -7i M Credit Card Safe Florida Product Approval PrevailTm Lap Siding For use inside HVHZ: o Prevail Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17-0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o Prevail Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2683-17, RIO- 2687-17, or RIO-2688-17. Consult the Prevail product installation instructions on the follow pages for all other installation requirements. PREVAIL -= Sout_K; f MULTIFAMILY SIDING PRODUCTS Lap Siding INSTALLATION REQUIREMENTS - PRIMED AND FACTORY BUILT COLOR TREATED PRODUCTS EFFECTIVE FEBRUARY 2010 SMOOTH 3 TEXTURED IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND THE MANUFACTURER'S WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. STORAGE & HANDLING: Q CUTTING INSTRUCTIONS Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Car tanks on1Carry edge. P 9 • Protect edges and comers from breakage. The manufacturer is not responsible for damage caused by OUTDOORS ng Station so that wind, blow dust away rrom user and others Inworking area. 2 Use one of the following methods: a. Best 1. Score and snap II. Shears (manual, electric or pneumatic) b. Better: 1. Dust reducing circular saw equipped with a HDus ducingcircularblade r.Good: I sawwithEaPA vacuum Hardlebladesawblade only use for low to moderatecuWng) 11 c s using score and snap, or shears (manual, electric or pneumatic). 2Position whirgstation Inwell-venlilatedarea NEVER use a power saw indoors NEVER use a circular saw blade [hat does not tarty the Hardieblade saw blade trademark NEVER dry sweep — Use wet suppressanorHEPAVacuum Improper Storage and handling Of the g product. Important Note: For maximum protection (lowest respirable dust production), the Manufacturer recommends always using'Besl•-level cutting methods where feasible. NIOSHapproved respirators can be used inconjundien with above WON practices to further reduce dust exposures. Additional exposure information Is available at www.prevailsiding.cem to help you determine the most appropriate cutting method for your job requirements. If concern still exists about exposure levels or you do not comply with the above practices, you should always consult a qualified industrial hygienist or contact the Manufacturer for further information. soonuat GENERAL REQUIREMENTS: PrevatlT" lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. sheathing'. Irregularities in framing and sheathing can mirror through the finished application. Prevaillm lap siding can also be installed over foam insulation/sheathing up to V thick. When using foam insulationisheathing, avoid over -driving nails fasteners),which can result in dimpling of the siding due to the compressible nature of the foam insulation/sheathing. Extra caution is necessary if power -driven nails (fasteners) are used for attaching siding over foam insulation/sheathing. A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. The manufacturer will assume no responsibility for water infiltration. Install Prevail*'" products with a minimum 6" clearance to the finished grade on the exterior of the building or in accordance with local building codes if greater than 6" is required (fig. 3). Maintain a 1" - 2' clearance between Prevail TN products and roofs, decks, paths, steps and driveways (figs. 4, 5 & 6). Maintain a 1/4' clearance between Prevail' products and horizontal flashing (fig. 7). Ensure gutters have end caps. Maintain a minimum 1" gap between end caps and siding Figure FI 1 Double WallSingle Wall trim (fig.8). g Construction Construction Install kickout flashing at roof -wall junctions (fig. 9). water -resistive bander let -in bradng Adjacent finished grade must slope away from the building In accordance with local plywood or 24• o.c. max. building codes - typically a minimum of 6' in the first 10'. 098 sheathing Do not install Prevail' rm products, such that they may remain in contact with standing water. PrevaiITM lap siding must be installed on vertical wall applications only. DO NOT use stain on PrevailT" products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 'Expansion Characteristics of James Hardie® Siding Products" at www.JamesHardie. 00m. INSTALLATION: JOINT TREATMENT Required for Factory Built Color Rnish, Recommended for Primed produco It is not recommended to use caulk at field butt joints. Figure 2 water -resistive barrier joint flashing" , -u318 from °$ water•resistive plank edge ° o o barrier install planks m ° o •0. moderate contact o 0 0 o fastener 00 o Install a 1 114' starter strip to o ensure a consistent plank angle 0 0 0 Install factory finished edges together at butt joints. \ leave appropriate gap between planks and trim, then caulk"' As required by local building code "'Apply caulk in accordance with caulk manufacturers written application instructions. WARNING: AVOID BREATHING SILICA DUST Prevail11 products contain respirable crystalline silica, which Is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called sllicosis, and has been linked with other diseases. Some studies suggest smoking may Increase these risks. Durng installation or handling: (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears for cutting or, where not feasible, use a Hardieblade' saw blade and dust -reducing circular saw attached to a HEPA vacuum; (3) wam others In the Immediate area; (4) vicar a property -fitted. NIOSH-approved dust mask or respirator (e.g. N-95) in accordance with applicable government regulations and manufacturer Instructions to further limit respirable silica exposures. During clean-up, use HEPA vacuums orwat cleanup methods - never dry sweep. For further Information, refer to our Installation instructions and Material Safety Data Sheet available at wvnv.prevallslding.com or by calling 1.877.236-7526. FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. iD6= PR1007-P114 7/10 South CLEARANCES Install siding and trim products in Maintain a 1" - 2" compliance with local building code clearance between requirements for clearance between the Prevail'"' products and bottom edge of the siding and the paths, steps and adjacent finished grade. Figure s driveways. stud water- bornVaniagal Figure 4bar concr founda F min. lap siding Maintain a 1/4" clearance between the bottom of PrevailT"' products and horizontal flashing. Do not caulk gap. Figure 7 notl/4* p sidini flashing Maintain a minimum 1" gap between gutter end caps and siding & Vim. Figure 8 gutter and end cap FASTENER REQUIREMENTS" lasda Maintain a 1" - 2" clearance between PrevailTM products and decking material. Figure 5 siding I water resistivebarrier deck material 1 1'-2- aw 'QI Ielst ashing ledger At the juncture of the roof and vertical surfaces, flashing and counterflashing shall be installed per the roofing manufacturer's instructions. Provide a 1" - 2" clearance between the roofing and the bottom edge of the siding and trim. Figure s l,1. 2. Figure 9 KICKOUT FLASHING S1ipeis1iq i i Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects IFadheri 1 a sidewall. The roof must be flashed with eaves mbone step flashing. Where the roof terminates, M;hlu install a kickout to deflect water away from odv race the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 9, Kickout Flashingr To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" of sufficient length and angle to direct the water running down the roof away from the siding. Blind nailing (fasteners concealed by the previous course) is the preferred method of installation for all Prevail"" lap siding products. Face nailing (fasteners exposed) should only be used where required for high wind areas and must not be used in conjunction with blind nailing. Consult applicable building code, product evaluations, or code compliance reports for correct fastener type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where local building codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. stud 24" O.C. max. stud 24" Figure 10 Figure 11 1 1/4" min. O.C. water -resistive max. Minimum overlap overlap barrier o for Both Face and Blind Nailing I °I blind nail I I 3/ 4I1'-1' I— — — i o I0 min. 1 1/4" II face Hall pover I I I I water -resistive water -resistive I barrier 1 1/4" min. barrier overlap Laminate sheet to be removed immediately after installation of each course for Factory Built Color products. The illustration (figure 9) and associated text was reprinted with permission of THE JOURNAL OF LIGHT CONSTRUCTION. For subscription information, visit www.jlconline.eom. Also see General Fastening Requirements. P2/4 6/10 South GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electra -galvanized are acceptable but may exhibit premature corrosion. The manufacturer recommends the use of quality, hot -dipped galvanized nails. The manufacturer is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing Prevail"' products near the ocean, large bodies of water, or in very humid climates. PNEUMATIC FASTENING PrevailTM products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If selling the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). Consult applicable code compliance report for correct fasteners type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where..... . Local Building Codes have specific jurisdiction. Consult the manufacturer's Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, caulk nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, Caulk il add nail do not under Do NOT Figure A Figure B drive nails STAPLE CAULKING PAINTING For best results use an Elastomeric Joint Sealant DO NOT use stain on PrevailTM' products. complying with ASTM C920 Grade NS, Class 25 or PrevailTM products must be painted within 180 higher or a Latex Joint Sealant complying with ASTM days for primed product and 90 days for unprimed. C834. Caulking/Sealant must be applied in accordance 100% acrylic topcoats are recommended. with the caulking/sealant manufacturer's written Do not paint when wet. For application rates refer to instructions orASTM C1193. paint manufacturers specifications. Back - rolling is recommended if the siding is sprayed. FACTORY BUILT COLOR TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Touch up nicks, scrapes and nail heads using the Factory Built Color technology touch-up applicator. Touch-up paint should be used sparingly. If large areas require touch-up, replace the damaged area with new Prevail TM lap siding with Factory Built Color technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your Factory Built Color product dealer. Treat all other non -factory cut edges using the Factory Built Color technology edge coaters, available from your Factory Built Color product dealer. PAINTING PREVAIL TM SIDING AND TRIM PRODUCTS WITH FACTORY BUILT COLOR TECHNOLOGY When repainting -Factory Built Color products, the manufacturer recommends the following regarding surface preparation and topcoat application: Ensure the surface is dean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain or oiValkyd base paints on PrevailTM products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature COVERAGE CHART/ESTIMATING GUIDE (Please call 877-236-7526, option 1 for local availability) Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS SQ 1 SQ =100 sqA) 5114 exposure) 4 PREVAIL" LAP SIDING WIDTH 6114 71/4 712 8 5 6 61/4 6 314 8114 7 9114 8 91/ 2 8114 12 10 3/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. The manufacturer does not assume responsibility for over or under ordering of product. RECOGNITION: PrevailTM lap siding complies ASTM.C1186 in so doing meets the Fiber -Cement Siding code requirements in the 2006 International Building Code® Section 1401.10,1405.15, and 1405.17.2; and the 2006 Intemational Residential Code® for One- and Two -Family Dwellings Table R703.4 and section R703.10.2. Consult James Hardie Technical Services for applicable product evaluations or code compliance reports. P3/ 4 7/10 South 2010 JHTL. All rights reserved. TM, sM, and ® denote Additional Installation Information, trademarks or registered trademarks or JHTL. Warranties, and Warnings are available at www.prevailsiding.com PREVAIL MULTIFAMILY SIDING PRODUCTS P414 7110 CITY OF SANFO BUILDING & FIRE PREVENTI PERMIT APPLICATI Application No: 10- i 0 E Documented Construction Value: $ 5U JobAddress: 231 ep &- I t-r Historic District: Yes No Parcel ID: Residential [a Commercial Type of Work: New 13 Addition Alteration Repair Demo Change of Use Move Description of Work: t f t..ti io (r 5 iZ • aa2 6z=-'e s Plan Review Contact Person: P(c•.,--, s-e, )+ fo 4 to « ; W e.— Phone• Name Street: City, State Zip: Fag: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name 2 le-(-e 1±4 P(L;-V r; 4 Phone: Street: Fax: _ Z::;— 2-1-10 City, State Zip: State License No.: Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fag: E- mail: Mortgage Lender: Address: 2- 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, p ols, 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 Pc snit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that mayJbe found in the public records of this county, and there may be additional permits required from other governmental entities such as wter 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 submit al. 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 ill be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 5 4-4 _ 2-u f G Signature of Contractor/Agent Date t2r.a .1 I t el t`t Print Co tmaw cnt's Nat is Signature of Notary -State ofFlorida PAT SUSI '! MYCOMMISSION I FF EXPIRES: August 25, 18 i Bonded ThN Not.V Public U erxFW5 I I Contractor/ Agent is t,/ Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing - Gas[:] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application 9507 Slate Road 52 123 Miller Road / ca 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 33594 (', Orlando, FL 32824 www.RJKielly.corn 727-863-5486 8 i 3.661-0707 407-855-2636 , Stale License # CF-0O2( R.J. KiELTY Page: 10 Proposal No: 717-13528 PLUMBING • HEATING • COOLING Proposal Dafe: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: VeyaTer - 1826 6Lc C.0-.1, Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. Alt tv ompteted in a workman like manner according to standard practices. Any alteration or deviallo from specifications below Involving extra costs will be exe .ted only upon written orders, and will become an extra charge over and above the estimate. A agreements contingent upon stdkesracC dents orfdel;40:,r control. Owner to c tire, t''ott'mado, and other necessary Insurance. Our Karkers an covered by worker's corn tf insuranc e JeIc,+ AUTHORIZED SIGNA E THIS PROPOSAL MAYBE WI HDRAWN IF NOT ACCEPTED IN 30 C We hereby submit specifi an stlmates for: Master Bath Up 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve1ShowerSterlingAccord 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 71140120 White With Walls And Moen Chateau TL183 Chrome Valve1TubSterlingAccord60x30 1 Toilet Gerber Maxwell21-912 1.28 White Elongated tav By Builder With Moen Chateau 64925 Chrome Faucet Powder Beth Toilet Gerber Maxwell 21-912 1.28 White Elongated Maxwell 22-514 Pedestal While With Moen Chateau 64925 Chrome Faucet1LevGerber Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome t Disposal ISE Badger V With Cord Icemaker Line With Recessed Box Dishwasher Hook Up Utilities t Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backlilling Included For Sewer & Water Only (Slab Backfilling By Others) BarJcflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sevier Altowanco; Additional S12 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 - Thraboveprices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be madeoutlinedabove. 1 agree to pay reasonable attnmays fees court costs In the event of legal action. A monthly service charge of 1 1,2% vitll be added after days. Any sewer taps deeper than 4 12 feel or requires backhoe or dewatedng will be an extra charge. SIGNED aaA_ A IEdit DATE OF ACCEPTANCE & PAGE 2' Smnch: Nudlast Edit Date: 7272017 ti Building & Fire Prevention Division PERMIT APPLICATION Application No: Construction Value: $ 51,000 Job Address: 2316 Blue Grouse Lane Historic District: Yes No Parcel ID: 17-20-31-502-0000-0540 Residential ] Commercials Type of Work: New Addition Alteration Repair Demo Change of Use Move El Description of Work: Electrical wiring, 150 amps, underground slab, rough and trim Plan Review Contact Person: Brandon Gibbs Phone:407-630-0119 Fax: Name Street: Starlight Homes FL LLC. Title: Director Email: brandon.gibbs@reedcm.com Property Owner Information 1064 Greenwood Blvd., Ste 124 City, State Zip: Lake Mary, FL 32746 Name Brandon Gibbs Street Phone: 407-708-0163 Resident of property? . NO Contractor Information 146 West Plant Street, Ste. 240 City, State Zip: Winter Garden, FL 34787 Name: Street: Phone: 407-630-0119 Fax: State License No.: EC 13008106 Architect/Engineer Information n/a Phone: City, St, Zip: Bonding Company: n/a Address: Fax: E-mail: Mortgage Lender: n/a Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 61h Edition (2017) Florida Building Code Permit Annliretinn Rr.vigr - Iamiary 1 ?nm I NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, 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. it submittal. A copy of e executed ntract is The City of Sanford requires view payment eanld review1ltbe considered the estimetimeofatedconstructionvalueofthejobattheotimeofsubmittal. in order al calculate a plan re g currentredbasedonthe in The actual construction value ill beShould cal uated charg s figured off the exec td lcontracteexceed theactual constructiot is nvaled,ue,, accordance with local ordinance. 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Sigoaturo of gent Print Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID wcals1s' Vie, Signature of Contractor Agent ate 74,,,y c.r`c un Gibb3 Print Contractor/Agent's Name = Signature ofNo ofFlorida at Contractor/Agent is y Personally Known to Me or Produced ID Type of M BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical0 Mechanical Plumbing0 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 El No [I APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FME: BUILDING: CONEMENTS: Revised: January 1, 2019 permit Application CITY OF SANFORD FII1F. D),IIAHIMiI'MI Building & Fire Prevention Division PERMIT APPLICATION Application No: Documented Construction Value: $ 51,000 Job Address: 2316 Blue Grouse Lane Historic District: Yes No Parcel ID: 17-20-31-502-0000-0540 Residential ] Commercials Type of Work: New I Addition Alteration Repair Demo Change of Use Move Description of Work: Electrical wiring, 150 amps, underground slab, rough and trim Plan Review Contact Person: Brandon Gibbs Title: ulrector Phone: 4U I-630-0119 Fax: Email: brandon.gibbs@reedcm.com Name Street: Starlight Homes FL LLC. Property Owner Information Phone: 407-708-0163 1064 Greenwood Blvd., Ste 124 City, State Zip: Lake Mary, FL 32746 Name Brandon Gibbs Street: Resident of property? : Contractor Information 146 West Plant Street, Ste. 240 City, State Zip: Name: n/a Street: City, St, Zip: _ Winter Garden, FL 34787 Bonding Company: n/a Address: No Phone: 407-630-0119 Fax: State License No.: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: n/a Address: EC13008106 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 TILE FIRST INSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 61h Edition (2017) Florida Building Code Pr. nit Annlirrtinn Rnvierd• Unnary 1 ?niR requirements of this permit, there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requ ifoundinthepublicrecordsofthis 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. e executed ntract is The City of Sanford requires payment of a andn reviewlltbe considered the estime time'of tatted construction valuemitsubn-dttal. A copy oof the job at theotime of submitta in order to calculate a plan review charge The actual construction value will be figured Should lcucalculated charges figured o the executed contrasedonthecurrentICCValuationTableinctexceedthtimeactualconstructiontisuvaled,ue,, accordance with local ordinance. t fee creditwillbeappliedtoyourpermitfeeswhen the permit is issued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will bedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Print Owner/Agent's Name State of Florida Date Signature of Notary-state C S l e ?ate Signature of Contractor/Agent Date , tc. nc ion Gibbs 3 Print Contractor/Agent's Name s F Signature of No of Florida ate r' Known to Me or Contractor/Agent is X Personally Known to Me or Owner/ Agent is Personally Kn Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Electrical Mechanical Plumbing Gas Roof Permits Required: Building Flood Zone: Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:— New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMW, NTS: Permit Application Revised: January 1, 2018 If CITY OF SJkNF0RD Building &Fire Prevention Division 0 PERMIT APPLICATION FIRE DEPARTMENT Application No: 1 s Documented Construction Value: $ 5168.00 Job Address: 2316 Blue Grouse Ln Historic District: Yes No 4 Parcel ID: 17-20-31-502-0000-0540 Residentiala Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: HVAC New construction equipment with duct work. Plan Review Contact Person: Connie Kulp Title: Exec Admin Phone: 407-886-3729 Fax: 407-781-1654 Email: connie@energyair.com Property Owner Information Name Starlight Homes / AWH Phone: Street: 1064 Greenwood Blvd Ste 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air, Inc / Robert C. Kulp Phone: 407-886-3729 Street: 5401 Energy Air Court Fax: 407-781-1654 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: 6a' Edition (2017) Florida Building Code Revised- January I, 2018 ` ^ Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of iD SiZ; actor/Agent Date 7(— C . u, Print tractor/Agent's Name Signatur if Notary -Stale of Florida Date R 'WS% Notary Public State of FloridaConnieLeeKulp E Y Commission a n XPirea 10/20/ GG 145696 Contractor/Agen s n to Me or 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: New Construction: Electric - # of Amps. of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: January I, 2018 Permit Application SIR FINAL BOUNDARY SURVEY a- lob-) WYNDHAM PRESERVE LOT S4 PB 81, PG 93) 90 LOT 28 9 I.b, 6 LOT 29 N89040'51 "E 75.00' ti9' NORTH BOUNDARY SIR OF LOT 54 PRINCIPAL BUILDING rL 6 SETBACK (Typ.) r------ W W LOT 54 41 AREA = 8,667 S.F. O) O 9.9 A/C •• PATIO o PAD O 26.8' _ 10.2' V 2 STORY RESIDENCE 2316 BLUE GROUSE LANE L---------------------- FFE=30.10 COVERED JOCOn'PORCH LOT 53 CONCRETE CONC/ I WALL WALK ha is CONCRETE i,i _ DRIVEWAY j S 10' UTILITY CO 1 9 EASEMENT (P) O /CV 6 SIR 75. 00' '51 'tiV RR CONCRETE SIDEWALK W CONCRETE CURB Building Setbacks 8, Setbacks: Per construction plans for %PCP WYNDHAM PRESERVE, City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 10' rLB-roof ed men[ LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed reven aBFP-Bockflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D. . -Deed Book Water Meter O.R.-Official Records Book N-Water Valve P.B. -Plat Book Z7-Fire Hydrant Pg. -Page RCM -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver In -Telephone Box SW -Sidewalk ID -Electric Box FFE-Finished Floor Elevation O-Utility Pole CI -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF -Square Feet ENHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK CVDL4-Irrigation Control Valve P.K.-Porker Kolon Noil r -Sign SIR -Set 1/2" Iron Rod L87768 wD4-Gate Water Valve SPKD-Set P.K. do Disk LB7768 Gas Meter FIR -Found 1 /2' Iron Rod LB7768 1 t. -Existing Grade FIP -Found 1 /2' Iron Pipe LB7768 a -Blow-off Valve FPKD-Found P.K. Nail do Disk LB7768 ter -Drainage Flow Direction FCM -Found 4'x4' Concrete 19.0 -Proposed Design Grade REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. 0 0 N BLUE GROUSE LANE RIGHT—OF—WAY VARIES PRIVATE ROAD) CENTER UNE_N. 1 S 89'40'51 " W 470.80' SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPolnt 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. PCP g 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 i DESCRIPTION: LOT 54, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida Last Date of Field Survey: 01 03 19 555 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 Sectio .027, Florida Statutes. GeoPoint Surveying, Inc. mes D. Leviner 6915 Drawn: RCA Checked: JDL P.C.: Data File:6rtsaonFmt-PlatLSDRIDAPROFESSIONALSURVEYOR & MAPPER NO. ..........1. . NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 01/04/19 Dwg:BrS sonFmt-LoL54 Order No.: ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: r-- Revision City of Sanford Response to Comments 1j %' ? Building & Fire Prevention Division f UN j $ 2018 'Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov i Permit # Submittal Date L0 l 4 8 1a Project Address: 3 ltll C- ro"Al- Contact: rn o4a-e- 1 Ph: -Dt-o 5 OI U-9 ( Fax: C- or,),1 Trades encompassed in revision: General description of revision: Building I nr, Qrn, CX— Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water C Planning Engineering Fire Prevention Building a c:,a..rCz--,a ROUTING INFORMATION Approvals Ok to construct single family home with setbacks and impervious area shown on plan. 21. 9 % i`^^P• oc15 Beuco n - S, CrP- RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION„ ueq+wr..a+n'q'rre;0'. -negcronF..* a rrya-IT. . 1 i' Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes OILa Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Owner: Permit Number: 71081 SAINFono Jurisdiction: FiogRTMtir Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2438.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft' b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1222.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1222.00 ft' 6. Conditioned floor area above grade (ft') 2099 b. N/A R= ft' Conditioned floor area below grade (ftJ 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 a. U-Factor. Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth. 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1222.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 929.00 ft' b. Conservation features b. Floor over Garage R=19.0 293.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.091 Total Proposed Modified Loads: 59.38 PASSTotalBaselineLoads: 62.12 1 hereby certify that the plans and specifications covered by Review of the plans and Spg1 this calculation are in compliance with the Florida Energy specifications covered by this O g1r1E v O Code. calculation indicates compliance Digitally signed by Philip with the Florida Energy Code. rpn .: _€ •;;:. „ O PREPARED BY: Philip KnudSerl Knudsen Before construction is completed r DATE: Dace: zoca.oe.ta ca:se:c7-oaoo this building will be inspected for compliance with Section 553.908 X hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy C CID OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 6/14/2018 2:51 PM EnergyGauge® USA - FlaRes2017 Section R405.4. C So a Page 1 of 4 FORM R405-2017 PROJECT ia P" Lot 54 71'+09 'S Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2099 Lot # 54 Owner Name: Total Stories: 2 Block/Subdivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 2316 Blue Grouse Ln Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1170 9477 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 105 ft 0 929 ft' 0.35 0 0.65 2 Floor over Garage Floor 2 293 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1324 ft' 0 ft' Medium 0.6 N 0.5 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1222 ft2 N N 6/14/2018 2:51 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 r' -, CEILING Ceiling Type - Space R-Value Ins Type Area Framing Frac -• • Truss Type- - 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1. 1 E Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft' 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 E 1 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 N 60.0 ft' 1 ft 0 in 1 ft 0 in None None 3 S 4 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 14 ft 0 in None None 4 N 7 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 1 ft 0 in None None 5 N 8 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 12 ft 0 in None None 6 N 8 Vinyl Low-E Double Yes 0.58 0.25 N 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft' 387 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 6/14/2018 2:51 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM V, _ # System Type l-Subtype Efficiency- -^ r Capacity ••_ 3iock*^'I tbt5" . 1 Electric Heat Pump/ Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS V # Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 CFM25 TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 cfm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar HeatinJan il Feb Mar Ventin Jan Feb Mar Ceiling Fans: A r May n fAprfMayJun ri Jul n Au Jun Jul Augri XAr [ Ma Jun Jul Aug Se Sep Se [X Oct Nov Oct XNov Oct [X Nov Dec X Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 80 78 78 78 78 78 78 68 68 68 68 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit r,_ . 6/ 14/ 2018 2:51 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (E PL,) i •c r• M ;*lam„H, . a r DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 2316 Blue Grouse Ln, Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft' b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1222.00 ft' 6. Conditioned floor area (ft') 2099 b. N/A R= ft' 7. Windows" Description Area c. N/A R= ft' a. U-Factor: Dbl, U=0.34 150.00 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 R ft' 6 419.8 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 36.0 SEER:14.00 SHGC: d. U-Factor: N/A ft' 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 929.00 ft a. Electric EF: 0.95 b. Floor over Garage R=19.0 293.00 ft' c. N/A R= ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: C_0l Address of New Homer I 1 p L City/FL Zip:,d STgp 0 CA CDD WE 9 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. Email EnergyGauge tech support at techsupport@energygauge.com 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. 6/14/2018 2:51 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR'BARRIER AND'INSULATION INSPECTIOWCf'"WPOWENT CRITERIA--' Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with a sealed. material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spacm. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 o0ona and wiring. Shower/ tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/ phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceolonM a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 6/ 14/2018 2:51 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR B'Ui'LDi' l- 4C0WST'RUOTIOhI=.,,,n,,,,,.o T. Envelope Leakage Test Report Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:: 2099 sq.ft. Cond. Volume: 18117 cu ft. Envelope Leakage Test Results Regression Data: C: n: Single or Multi Point Test Data R: HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics Required ACH(50) from FORM R405-2017 : Tested ACH(50) ' : Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. 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), Flonda 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 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: 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)(0, (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: O TNE srArF Q D WE 6/14/2018 2-51 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2017 Duct Leakage Test Report Performance Method FL O IDA,,E14 ERGY,EFFIC1,ENCY.CODE n•,v .: n. fs-.... .r., .,.w, a 6,i , rar, 1l h.e FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 54 - 2095 SR Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Required Duct Leakage from (Qn,out) FORMR405- 2017 Duct Leakage 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 System 4 CFM25(Out) 5 System 5 CFM25(Out) Tested Sum lines 1-5 Total Divide by 2099 House Duct Total Conditioned Floor Area) System Leaka e Qn,out)* Tested Qn (Out) must be less than or equal to the required Qn (Out). I certify the tested duct leakage to outside, Qn, is less than or equal to the proposed duct leakage Qn specified on FORM R405-2017. SIGNATURE: PRINTED NAME: DATE: 6/ 14/2018 Duct tightness shall be verified by testing to ANSI/RESNET/ICC 380 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), Florida Statutes. BUILDING OFFICIAL: DATE: yDF'- TNE S7a1 0 fill 04 V71Fz s I a 0. 6DwE 6/ 14/2018 2:52 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant So Page 1 of 1 zO° N II a c 'oorn ar Pl a wH.* W 0 0 b os ao Z c o O Ca17 mo WYNDHAM PRESERVE LOT S4 LOT AREA CALCULATIONS LOT = 8,667 SQ.FT. LIVING AREA= 929 SQ.FT. GARAGE = 387 SOFT. ENTRY 30 SQ.FT. DRIVEWAY 405 SQ.FT. PATiO 100 SQ.FT. WALKWAY 38 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 21.9 % SOD = 6.769 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 3,107 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 375 SQ.FT. SOD - 336 SQ.FT. TOTAL AREA AREA = 11,774 SQ. DRIVEWAY = 519 SQ.FT. SIDEWALK - 413 SQ.FT. SOD 7,105 SQ.FT. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front 25' Rear 20' Side = 10' TRACT F WYNDHAM PRESERVE - LOT 54 PLOT PLAN LOT 28 N89.40'51 "E 75.00" NORTH BOUNDARY U/N£ OF LOT 54 i I LOT 54 AREA = 8,667 S.F. +/- r--------------- V7 r 10.0 i A/C c PATiO o PAD 26.8 12.3 _- - 15.7 PROPOSED 2 STORY RESIDENCE 2316 BLUE GROUSE LANE 2095 BEACON ELEVATION - S GARAGE - RIGHT FFE=30.1 18.0 COVERED PARCH 16.00' i PROPOSED CONC WALKcnN --0a — 10' UTILITY Ix EASEMENT (P) o a . 00% .:. -q•4o,s1 ct PROPOSED 5' CONC SIDEWALK ' CONC CURB BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout PCP 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. L8 -Licensed '5'uelne'ss LEGEND:ADUSSD-Access/Drainage/UtiliUea/Sidewalk BFP—Baekflow Preventer Sight Distance Easement S —Survey PRM—Permanent Ref. Monument R —Reported PCP —Permanent Control Point D —Description FP&L —Florida Power & Light P —Plat FFE —Finish Floor Elevation D. . —Deed Book O.R.—Official Records Book Water Meter N—Water Valve P.B.—Plat Book V—Fire Hydrant Pg. —Page Elev.—Elevation RC® —Reclaimed Water Meter Cone. —Concrete RCD4—Reclaimed Water Valve Coble Box BP —Brick Paver CO —Telephone Box SW —Sidewalk EI —Electric Box FFE —Finished Floor Elevation 0-Utility PoleCI —Curb Inlet GTI—Grote Top Inlet Guy Pole Light P.U.E.—Public Utility Easement Pole Guy AnchorRCP —Reinforced Cone. Pipe PVC —Polyvinyl Chloride OU--Overhead Utilities O_Storm Sewer Manhole NCS —No Comer Set (Falls in Water) G —Sanitary Sewer ManholeSF —Square Feet D.U.E.—Drainage/Utility Easement FMGD—MAG EHHo —Electric Handhole COO —Clean Out NAIL & DISK P.K.—Parker Kolon Nall CVDG—Irrigation Control Valve i —SignSIR —Set 1/2' Iron Rod L137768 wpd—Gate Water ValveSPKD—Set P.K. & Disk LB7768 Gas Meter FIR —Found 1/2' Iron Rod L87768 IA —Existing GradeFP —Found 1/2' Iron Pipe LB7768 FPKD—Found P.K. Nail & Disk L87768 a —Blow —oft valve Drainage Flow DirectionFCM—Found 4'x4' Concrete Proposed Design GradeMonumentPRMLB7778As—Built/Existin GradNote: Some items in shove Iwenn ,.,.,., ., .. e ._ __,, Q on Revised Garage Right 1 6/15/18 1 JE I JDL i 10.2' a rn LOT 29 r0 O o LOT 53 h h t 8P t8 -1087 BLUE GROUSE LANE 50' RIGHT—OF—WAY PRIVATE ROAD) 470.80' ZONIN - flATE (0 L CENTER L1NE / 1 ! CP . S89'40'51'W Ok to construct single family home with setbacks and impervious area shown on plan. 21 . 9 04 "",e. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surve)ing, 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 NA710MAL 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. S. 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) ONLY 01DA PROFES$16' r • _ - • k, f PER NO. LS6915 NOT VALID__ __._ . (tibftRE AND THE ORIGINAL Xq5 Beaco, - S , CrP- PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Mop Panel Number 12127C-07651-I_ in Flood Zone "X" DESCRIPTION: LOT 54, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed,Business No. LB 7768 Geo.Point- inc. Drown: JE I Checked: JDL P.C.: Data File:9rh3wEost—Plat Date: 01 /21/18 Dwg:BrissmEost—to154 Order No.: e— SEC. 17 — TWN. 20 S. — RNG. 31 E. Field Bk: ^ Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD GOP' RE: WP0054 - Site Information: Customer Info: Starlight Homes Lot/Block: 54 Address: City: Sanford Project Name: WP0054 Model: 2095 Subdivision: Wyndham Preserve State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date11/23/181IT13032834IC1 12 IT13032835 I C3 11/23/18 I 13 I T13032836 I C5 11 /23/18 I 14 I T13032837 I E7 11 /23/18 I 15 IT13032838 1E7A 11/23/18 I 16 I T13032839 I H7 11 /23/18 I 17 I T13032840 I T01 11 /23/18 I 18 I T13032841 I T02 11 /23/18 I 19 I T13032842 I T03 11 /23/18 I 110 I T 13032843 I T04 11 /23/18 I 11 IT13032844 IT05 1/23/18 112 I T13032845 I T06 1/23/18 I 113 I T13032846 I T07 11 23/18 I 114 I T13032847 I T08 11 23/18 I 115 I T13032848 I T09 11 23/18 I 116 IT13032849 IT10 11/23/18 I REVISION 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/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. gUILD,yC SANr-opo FAgR I FS- (o brl S A. No 39380 O'. STATE OF O N A '+.., Thomas A All as PE No.39380 MiTek USA, tnr- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Albani, Thomas 1 of I Job Truss Truss Type Qty Ply T13032834LbWPOO54C1ComerJack41 Ree ceo a Builders FirstSource, Tampa, Plant City, Florida 33566 8 130 s Sep 15 2017 MiTek Industries, Inc Tue Jan 23 14:02.00 2018 Page 1 ID:8JVZMICe38_OmgpXOyQpG1 ycRbP-chgQBWgp8VZ9xyU7f7Mnn2hDHkWnLJAygROf/zsSJ5 1 0-0 1-0-0 3x8 11 Scale = 1 8.7 LOADING (psf) TCLL 20.0 TCDL 70 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rrP12014 CSI. TC 0.23 BC 0.02 WB 0.00 Matrix-R DEFL. in Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.00 floc) Vdefl L/d 5 >999 240 5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 Weight. 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 5=135/0-3-8, 3=9/Mechanical, 4=2/Mechanical Max Horz 5=32(LC 9) Max Uplift 5=65(11.-C 8), 3=9(LC 1), 4=3(LC 9) Max Grav 5=135(LC 1), 3=8(LC 8), 4=13(LC 3) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=116/285 NOTES- 1) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33810 Date: January 23,2018 0 WARNING - Voclfy design panmafora and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rov. 101OV2015 BEFORE USE. Design valid for use only with MITekm connectors This design Is based any upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6901 Parka East Blvd. Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job uss Truss Type Oty PlyT`"3 T13032835 WPOO54 Comer Jack 4 1 b Referenre (optionall Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14:02:00 2018 Page 1 ID BJVZMICe38_OmgpXOyQpGlycRbP-chgQBWgp8VZ9xyU7RMnn2hDwkVNLJAygROnzsSJ5 1-0-0 3-" Scale = 1 12 9 3-M 3-" LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 025 Vert(LL) -0 00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-5 >999 180 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-R Weight 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=178/0-3-8, 3=63/Mechanical, 4=28/Mechanical Max Horz 5=55(LC 9) Max Uplift 5=56(LC 8), 3=46(LC 12) Max Grav 5=178(LC 1), 3=63(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-150/328 NOTES. 1) Wind ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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 gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3 Thomas A. Albani PE No.39380 MTak USA, Inc. FL Cart 6834 8904 Parka East Blvd. Tampa FL 33810 Date: January 23,2018 WARNING - Vorlry doslgn paremotors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 1010312015 BEFORE USE. Design valid for use only with MrrekO connectors This design Is based only upon parameters shown, and Is for an Individual building component, not - e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bmiding of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is shvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply e T13032836LbWPOO54105ComerJack41 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14 02:01 2018 Page 1 ID.8JVZMICe38 OmgpXOyQpGlycRbP-5lEpMsgRvohOZ63JDitOKGDHH8m34RzJBKAzBSzsSJ4 1-" 5-0-0.-- 3x8 MT20HS 11 LOADING (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 Ina YES BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. in loc) Vdeft L/d TC 0.66 Vert(LL) 0.05 4-5 999 240 BC 0.40 Vert(CT) 0.05 4-5 999 180 WB 0.00 Horz(CT) 0 03 3 n/a n/a Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=247/0-3-8, 3=116/Mechanical, 4=54/Mechanical Max Horz 5=85(LC 12) Max Uplift 5=61(LC 8), 3=78(1-C 12) Max Grav 5=247(LC 1). 3=116(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=205/428 Scale = 1:17.9 PLATES GRIP MT20HS 187/143 Weight: 18 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, 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=4.2psf; BCDL=3.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: January 23,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 1010312015 BEFORE USE. Design valid for use only with MlTekm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the Isbrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty ply T13032837 WPOO54 E7 Jack -Open 26 1 Job Reference Builders FirstSource, Tampa Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14 02:02 2018 Page 1 ID:BJVZMICe38_OmgpXOyQpGlycRbP-Z4nBZCf3g6psAGeWnQOFsTmNoY49puDTQ_wXkuzsSJ3 7-0-0 r _ 7-0-0 5xS II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 099 TCDL 7.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 100 Code FBC2017rrP12014 Matnx-R LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=318/0-3-8, 3=171/Mechanical, 4=75/Mechanical Max Horz 5=116(LC 12) Max Uplift 5=76(LC 12), 3=-115(LC 12) Max Grev 5=318(LC 1). 3=171(LC 1).4=128(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=257/484 Scale = 1.21.9 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 012 4-5 >655 240 MT20 244/190 Vert(CT) -0.22 4-5 >370 180 Horz(CT) -0.09 3 Na n/a Weight 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-11-4 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 3=115. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33810 Date: January 23,2018 Q WARNING • Verity design parameters and READ NOTES ON TMS AND INCLUDED M1TEK REFERENCE PAGE M147473 rw. 1 NO3R01S BEFORE USE. Design valid for use only with Mrrekm connectors This design Is based only upon parameters shown, and Is for an IndMdual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing mdlcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' I always required for stability and to proven) collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Crltorla, DSB-89 end BCSI Building Component 6904 Parke East Blvd Safety Informatlon available hom Truss Plate Institute, 218 N Lee Street. Sure 312, Alexandria, VA 22314 Tampa, FL 36610 Job ss Truss Type Oty PlyCA T13032838 WPOO54 Jack -Open Supported Gable 2 1 Job ' o o a Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 8.130 s Sep 15 2017 MiTek Industries. Inc. Tue Jan 23 14:02:02 2018 Page 1 ID:BJVZMICe38_OmgpXOyOpG 1 ycRbP-Z4nBZCrJg6psAGe WnOOFsTmZkYBkptKTO_wXkuzsSJ3 2x4 11 3x6 I I 2x4 11 7 I 2x4 11 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 023 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 00 Rep Stress Incr YES WB 0 12 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.00 1 n/r 90 Horz(CT) 0.00 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-4 REACTIONS. All bearings 7-0-0. lb) - Max Horz 2=147(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8 except 9=104(1_C 12) Max Grav All reactions 250 Ib or less at joint(s) 7, 2, 8, 9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=360/172 WEBS 4-9=158/408 Scale = 1.23.4 Weight: 36 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-10-4 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) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8 except jt=1b) 9=104. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 6634 6904 Parks East Blvd. Tampa FL 33810 Date: January 23,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k- Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply T13032839LbWPOO54I1i7DiagonalHipGirder21 Reference (o 'oa Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14:02:03 2018 Page 1 ID 8JVZMICe38_OmgpXOy0pG1 ycRbP-1 GLZnYshR0lgoODiK7wUPhJfCxRLYI Dceef4GKzsSJ2 5-11-9 9-10-13 1-5-0 5-11-9 3-11-3 6 4x6 II 2x4 ti 3x4 =5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 050 TCDL 7.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr NO WB 0.21 BCDL 10.0 Code FBC2017/rP12014 Matrix-SH DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(CT) -0.07 6-7 >999 180 Horz(CT) -0.03 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 8=393/0-4-15, 4=201/Mechanical, 5=387/Mechanical Max Horz 8=156(LC 4) Max Uplift 8=140(LC 4), 4=122(LC 4). 5=111(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-351/142, 2-3=598/116 BOT CHORD 7-8=229/545, 6.7=229/545 WEBS 3-7=0/264, 3-6=637/267 Scale = 1.21.8 Ia . I Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=4.2psf, BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO L=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=140, 4=122, 5=111. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54 Trapezoidal Loads (plf) Vert: 2=2(F=26, B=26)-10-4=134(1`=-40, B=40), 8=0(F=10, 6=10)-to-5=49(F=15, B=15) Thomas A. Albani PE No.39380 MTak USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: January 23,2018 0WARNING - Verfly doslgn paramofors and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1-7473 rov. 1N0312015 BEFORE USE. Design valid for use only with MfTekV connectors. This design Is based only upon parameters shown. and is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pemtenent bracing M iTek' I always required for c1eDJby and to prevent collapse with possible personal Injury and property Oemepe For general guidance regardlnp the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB49 and SCSI Building Component 6904 Parke East Blvd. Safaty Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alemmirta, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13032840 WPOO54 T01 Half Hip Girder 2 1 JobReference a Builders FirslSource, Tampa, Plant City. Florida 33566 7-" 5-1-1 4-115 7x10 = 2x4 I I 500 12 3 4 8 130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14:02:04 2018 Page 1 ID.8JVZMICe38 OmgpXOyQpGlycRbP-VSvx_utJCj3a0aouurRjyumkLkMHZZmtlPdonzsSJ1 21-11-10 I 2 i'"5 32-M _ 4-115 4-11-5 5-1-1 Scale = 1.55.5 2x4 II 3x8 = 4x6 = 5x12 = 2x4 II 5 6 7 8 9 7xIO = 16 15 14 13 12 11 10 US I I 5x8 = 6x12 MT20HS — 5x12 = 2x4 I I 6x8 = 2x4 I I ErEr ErE i'Ii6f6G]•i'Z SiGSG ErTr r LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 030 13-15 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.54 13-15 707 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.11 10 n/a n/a BCDL 100 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 214 lb FT = 20% TOP CHORD 2x6 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, 1- 3. 2x4 SP M 31 except end verticals BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-10 WEDGE Left: 2x6 SP No.2 REACTIONS. ( lb/size) 10=2593/0-3-8, 2=2452/0-3-8 Max Horz 2=145(LC 7) Max Uplift 10=952(LC 5), 2=867(LC 4) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5148/1831, 3-4=-6183/2297, 4-5=6181/2295, 5-7=5553/2059, 7-8=-5553/2059, 9- 10=-256/154 BOT CHORD 2-16=-1731/4545, 15-16=-1739/4577, 13-15=2436/6512, 12-13=2436/6512, 11- 12=1299/3458, 10-11=1299/3458 WEBS 3-16=194/840, 3-15=716/2002, 4-15=-654/389, 5-15=-435/142, 5-13=0/327, 5- 1 2=1 150/434, 7-12=546/336, 8-12=922/2499, 8-11=0/337, 8-10=-4076/1499 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. Il; Exp C. Encl., GCpi= O 18; MWFRS (envelope); cantilever left 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10= 952, 2=867. 8) Girder carries hip end with 0-0-0 right side setback, 7-D-0 left side setback, and 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 624 lb down and 219 lb up at 7- 0-0 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) Thomas A. Albani PE No.39380 LOAD CASE(S) Standard MTak USA, Inc. FL Cart 0834 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 QWARNI NG - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — f 0/03/2015 BEFORE USE. Design valid for use only with MITekm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type City Ply T13032840LbWP0054T01HalfHipGirder21 Reference (optional Builders FIrstSOurce, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries. Inc. Tue Jan 23 14:02:04 2018 Page 2 ID 8JVZMICe38_OmgpXOyQpGlycRbP-VSvx_utJCj3aQaouurRjyumkLkMHZZmtlPdonzsSJ1 LOADCASE(S) StandardUniformLoadsLoads (plf) Vert: 1-3=54, 3-9=-118(F=-64), 2-16=20, 10-16=44(F=24) Concentrated Loads (lb) Vert 16=-475(1`) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101MOI5 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon parameters shown. and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the I. brication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6901 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. A amridris, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13032841 WPOO54 T02 Hip 2 1 Job t' Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14:02:05 2018 Page 1 ID:BJVZMICe38 OmgpXOyQpGlycRbP-zeTJCEb¢1BRljN5SYyyU60zZIOZO43v6y8BKDzsSJO r1.0-0, 6-1-11 9-0-0 16-0-0 23-M 2510-1 31-11-8 1.0-0 6-1-11 2-10 7.0-0 7-0-0 2-10-1 6-1-7 I----- -- Scale = 1:55 4 4x6 = 3x8 = 6 4x6 = 5x8 II 13 12 11 5x8 II 3x8 = 5x6 = 3x8 = 9- 0-0 i 16-0-0 234)-0 31-11-8 9- M 7-0-07-0-0 8-11-8 Plate Offsets (X Y)— 112:0-3-0 0-3-01 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 FBC2017/TPI2014 CSI. TC 058 BC 0.88 WB 0.76 Matrix- SH DEFL. Vert( LL) Vert( CT) Horz( CT) in 0. 16 0. 32 011 loc) 12 2- 13 10 Vdefl 999 999 n/ a Ltd 240 180 n/ a PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No 3 3-3-10. Right 2x4 SP No.3 3-3-10 REACTIONS. ( lb/size) 10=1182/0-3-0, 2=1237/0-3.8 Max Horz 2=59(LC 13) Max Uplift 10=286(LC 8). 2=321(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2197/1452, 4-5=2018/1343, 5-6=1870/1278, 6-7=1868/1322, 7-8=2015/1392, 8- 10=2192/1516 BOT CHORD 2-13=1226/1909, 12-13=1274/2315, 11-12=1274/2315, 10-11=1195/1904 WEBS 4-13=90/292, 5-13=312/490, 6-13=-620/370, 6-11=-624/355, 7-11=335/488, 8- 11=-86/333 Structural wood sheathing directly applied or 3-6-12 oc purlins. Rigid ceiling directly applied or 5-2-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 31-11-8 zone, cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10= 286, 2=321. Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33810 Date: January 23,2018 Q WARNING - Verify design parametersand READ NOTES ON TWS AND INCLUDED hITEK REFERENCE PAGE MI1.7473 — f0A13/2015 BEFORE USE. Design valid for use only with MTekS connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not e truss system Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall DuIlding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSUTPII Quality Criteria, OSBa9 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply T13032842 WPOO54 T03 Hip 2 1 Job Reference (ootionall Builders FirstSource, Tampa, Plant City, Florida 33566 8 130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14:02:06 2018 Page 1 ID BJVZMICe38_OmgpXOyQpGlycRbP-RrliPauajLJNtyHOGTB1Jx809Mflda2LcuktfzsSJ? 6-11-2 21 31-11A-I 6-11-2 D-14I11-0 -0- 0 5 Scale = 1,55.4 44 = _ 3x4 = 44 5 6 7 5x8 II 15 14 '- 12 11 3x8 II 2x4 II 3xB = 4x6 3xB = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 064 Vert(LL) 0.25 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.55 12-14 >701 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-8-12, Right 2x4 SP No.3 3-8-11 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=71(LC 13) Max Uplift 10=272(LC 13), 2=301(LC 8) ' Z FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2202/1447, 4-5=1902/1268, 5-6=1732/1211, 6-7=1731/1244, 7-8=1900/1306, 8-10=2201 /1507 BOT CHORD 2-15=1212/1927, 14-15=1212/1927, 12-14=1021/1873, 11-12=1176/1922, 10-11=1176/1922 WEBS 4-14=286/399, 5-14=311/478, 6-14=311/215, 6.12=313/205, 7-12=332/478, 8-12=282/445 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 31-11-8 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcur-ent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=272,2=301. Thomas A. Albani PE No.39380 MITak USA, Inc. FL Cart 0834 69D4 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 WARNING - Verity design parameters and READ NOTES ON TfOS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rov. 10/03/2015 BEFORE USE. Design "lid for use only with MTeklb connectors. This design is based only upon parameters shown, and Is for an IndMdual building component, not • e truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bratlng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is akvays required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the febricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Duality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available hom Truss Plate Institute, 218N. Lee Street, Suite 312, Aiexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13032843 WPOO54 T04 Hip 2 1 b Reference (optional) Builders Firstbource, I ampa, Plant Gity. Flonda 33566 8.130 s Sep 15 2017 MiTek B-0-2 4-11-13 6.0_0 4-11-10 5x8 = 4x6 = 5 6 Inc Tue Jan 23 14,02:07 2018 7-11-14 Scale = 1.55.4 3x8 II 14 13 11 10 3x8 II 2x4 II 3x8 = 2x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.11 9-10 999 240 TCDL 70 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.23 2-14 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-3-13, Right 2x4 SP No.3 4-3-12 REACTIONS. (lb/size) 9=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=82(LC 17) Max Uplift 9=288(1_C 13), 2=310(LC 12) PLATES GRIP MT20 244/190 Weight 170 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2186/1430, 4-5=1748/1207, 5-6=-1573/1185, 6-7=1748/1236, 7-9=2181/1484 BOT CHORD 2-14=1184/1913, 13-14=1184/1913, 11-13=808/1573, 10 11=1140/1908, 9-10=1140/1908 WEBS 4-14=0/262, 4-13=-456/475, 5-13=242/393, 6-11=248/391, 7-11=452/520, 7-10=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 31-11-8 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 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 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) 9=288, 2=310. R Thomas A. Albani PE No.39390 MiTak USA, Inc. FL Cart 9634 9904 Parks East Blvd. Tampa FL 33910 Date: January 23,2018 Q WARNING - Verity design paamatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 m. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applIcabillty of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the febrkatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13032844Lb(optionall WP005.4 T05 Hip 2 1 Builders FIrstSOurce, Tampa, Plant City, Florida 33566 9 7-73 ID 8JVZMICe 15-0-0 17-0-0 7-4-13 2-0-0 5.00 12 4x6 = 4x6 = 6 7 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14,02:08 2018 Page 1 7-4-13 7-7-3 Scale = 1 :55 8 5x8 II 16 15 " 13 12 5x8 II 2x4 II 2x4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.19 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 071 Vert(CT) 035 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 HOrt(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight 166 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2x4 SP No 2 BOT CHORD Rigid telling directly applied or 5-1-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15. 9-13 SLIDER Left 2x4 SP No.3 4-1-2. Right 2x4 SP No.3 4-1-2 REACTIONS. ( lb/size) 2=1239/0-3-8, 11=1183/0-3-8 Max Horz 2=-94(LC 13) Max Uplift 2=324(LC 12), 11=302(LC 13) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2230/1481, 4-6=-1626/1136, 6-7=1435/1127, 7-9=1627/1141, 9-11=-2234/1542 BOT CHORD 2-16=1242/1960, 15-16=1242/1960, 13-15=707/1435, 12-13=1207/1966, 11- 12=1207/1966 WEBS 4-16=0/304, 4-15=660/599, 6-15=-223/365, 7-13=240/366, 9-13=666/653, 9-12=0/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 32-0-0 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 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.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 Gl=lb) 2= 324, 11=302. Thomas A Albani PE No.39380 MiTak USA, Inc. FL Cart 8834 6904 Parks East Blvd. Tampa FL 33810 Date: January 23,2018 WARNING - Vrify design paramatrs and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. IOM32015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Bind. Safety Information available from Truss Plate Institute, 218 N Lee Street. Sidle 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13032845 WPOO54 T06 Common 3 1 Job Reference o Co a Builders FirslSource, Tampa, Plant City, Florida 33566 1 8-1-12 8 130 s Sep 15 2017 M7ek Industries, Inc Tue Jan 23 14:02:09 2018 Page 1 7-10-4 7-104 Sx6 = 5.00 12 6 8-1-12 Sole = 1.54.5 5.8 II 14 13 12 5x8 11 2x4 II 5x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 079 Vert(LL) 0.15 13-14 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.26 12-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 162 lb FT = 20% TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 8-13, 4-13 SLIDER Left 2x4 SP No.3 4-4-11. Right 2x4 SP No.3 4-4-11 REACTIONS. (lb/size) 2=1238/0-3-8.10=1238/0-3.8 Max Horz 2=98(LC 17) Max Uplift 2=330(LC 12), 10=330(1-C 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2209/1699, 4-6=1564/1348, 6-8=1564/1348, 8-10=2209/1699 BOT CHORD 2-14=1397/1940, 13-14=1397/1940, 12-13=1394/1940, 10-12=1394/1940 WEBS 6-13=-499/724, 8-13=685/647, B-12=0/314, 4-13=685/647, 4-14=0/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 16-0-0, Comer(3) 16-0-0 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 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 will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt=lb) 2=330, 10=330. 1 la Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parks East Blvd. Tampa FL 33810 Date: January 23,2018 WARNING - Verity design paramotm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 1010312015 BEFORE USE. Design valid for use only with MfTekQD connectors. This design is based only upon parameters shown, and Is for an Individual building component. not• a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bunding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stabliay and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, dellvery, erection and bracing of Irusses and truss systems, see ANSLITPH Quality Crtterfa, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21a N. Lee Street, Sude 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply T' us T1WPOO54LbReference07MonopitchSupportedGable11 io a Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc Tue Jan 23 14:02:10 2018 Page 1 ID 8JVZMICe38_OmgpXOyQpGlycRbP-KcGCFxx4nZpk8VF2F5Y7B95xnmuHgVDeFEsy?QzsSlx F -1.0.0 --I 5-0-0 ----'- 1-M 5-M Stale a 1:14.2 d CS 3x8 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.16 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 000 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0 06 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=63(LC 8) Max Uplift All uplift 100 lbor less at joint(s) 9, 5, 6, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6, 8, 7 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=140/288 WEBS 3-8-139/352 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web) 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 5, 6, 8, 7. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: January 23,2018 Q WARNING - Varty dosign paramafars and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 1010312015 BEFORE USE. Design valid for use only with MReldt connectors This design Is based only upon parameters shown, and is for an Individual building component, not e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldIng design Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwaysrequiredforstablliryandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of lasses and truss systems, see ANSVTPII Quality Criteria, DSB ag and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13032847LbWPOO54T08Monopitch91 Reference (optional Builders FirstSOurce, Tampa, Plant City, Flonda 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14,02,10 2018 Page 1 ID:8JVZMICe38 OmgpXOyQpGlycRbP-KcGCFxx4nZpk8VF2F5Y7B95uTmuGgRTeFEsy?QzsSlx 1-0 0 5-M 1.0.0 5-0-0 — — ---- — -- — Scale = 1.14.2 3 5 1 5x8 STP = 4x10 MT20HS 11 5-0-0 Plate Offsets (X.Y)— f2:0-0-8.0-1-121. I5,0-0-0.0-1-121 LOADING (psf) SPACING- 2-" CS1. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.14 Vert(CT) -0.02 4-5 >999 180 MT20HS 187/143 BCLL 00 Rep Stress Incr YES WB 0 30 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix-R Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=62(LC 9) Max Uplift 5=102(LC 8), 7=58(LC 12) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 3-6=60/258, 2-5=204/436 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) All plates are MT20 plates unless otherwise indicated 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 5=102. Thomas A. Albani PE No.39360 MTak USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33810 Date: January 23,2018 Q WARNING - VrNy daslgn paramotars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mi, f 0103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Ouality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Type Dty Ply I PEI T13032848LbWP0054Monopitch31Reference Optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 Mi fek Industries, Inc Tue Jan 23 14 02.11 2018 Page 1 ID: 8JVZMICe38—OmgpXOyOpG 1 ycRbP-oogbSHyiYtyblegEop3MkNe3DAEVPujoUubVXtzsSlw 1- 0-0 5-0-0 _ 1- 0-0 I 5- 0-0 - --- -------------- 30 = 4x10 MT20HS II 1 Scale = 1 14 2 r 0-0 1 0 l S-Q-0 4- 8-0 Plate Offsets (X.Y)— f2:0-0-8.0-1-121.15 0-0-0.0-1-121 LOADING ( psf) SPACING- 2-M CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.37 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1 25 BC 0.14 Vert(CT) -0.02 4-5 >999 180 MT20HS 187/143 BCLL 00 Rep Stress Ina YES WB 0.30 Horc(CT) -0 00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No 3 REACTIONS. ( lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=62(LC 9) Max Uplift 5=-102(LC 8), 7=58(LC 12) FORCES. ( lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 3-6=-60/258. 2-5=-204/436 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) 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 gnp DOL=1 60 2) All plates are MT20 plates unless otherwise Indicated. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5= 102. Thomas A Albani PE No.39380 MiTak USA, Inc. FL Cart 0834 6904 Parks East Blvd. Tampa FL 33810 Date: January 23,2018 WARNING - Verity doslgn panmotan and READ NOTES ON TMS AND INCLUDED W TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MireM connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW k' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information evailebte from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply TiLb(optional) WPOO54 T10 GABLE 1 1 Builders FirstSource, Tampa, Plant City, Florida 33566 8 130 s Sep 15 2017 MiTek Industries, Inc. Tue Jan 23 14 02 12 2018 Page 1 ID:BJVZMICe38_OmgpXOyQpGlycRbP-G?OzgdzKJB4SNoPRMWabGaAGoabMBOHxjYL23JzsSiv I 1-0 0 s-o o- 1-0-0 Scale = 1:14 2 d d 3x8 11 I 2x4 11 2x4 11 LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1 25 TC 0.19 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 1 n/r 90 BCLL 00 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 100 Code FBC2017/TPI2014 Matrix-R Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No 3 BOT CHORD OTHERS 2x4 SP No 3 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=90(LC 9) Max Uplift All uplift100 Ib or less at joint(s) 5, 9, 6, 8 Max Grav All reactions 250 lbor less at joint(s) 5, 7, 9, 6, 8 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=142/325 WEBS 3- 8=137/304 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0. 18; MWFRS (envelope) and C-C Comer(3) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 24)-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 5, 9, 6, B. Thomas A. Albani PE No.39380 MiTok USA, Inc. FL Cart 6834 6904 Parks East Blvd. Tampa FL 33910 Date: January 23, 2018 0 WARNING . Vorlfy daslgn paramatars and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 11,111.7473 rev. 1WV2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not • a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-a9 and SCSI Building Component 8904 Parke Fast Blvd safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexandria, VA 22314 Tampa, FL 36610 Sy boll Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION sI " Center plate on joint unless x, y4 offsets are indicated. 64-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. I 0' 16 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For i T p WEBS 4 O p U O 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 EL s' A 3 U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c a c r csa designer, erection supervisor, property owner and plates 0- 'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. f 8 7 6 5 5. Cut members to bear tightly against each other. l 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint I required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI I. i connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise Shown. 13. Top chords must be sheathed or purfins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 I section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ff no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. i Indicates location where bearings 16. Do not cut or after truss member or plate without prior supports) occur. Icons vary but 2012 MiTek® All Rights Reserved approval of an engineer. I reaction section indicates joint number where bearings Occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 40 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Indus!ry Standards: project engineer before use. ANsin 13I1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-8 : Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, MiTek® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS ITPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet- Mll-7473 rev. 10/03/2015 Prot SJob: Ashton -Starlight Homes wrightsofte Project Summary Date: 10/10/2016 Entire House BY: EnergyAir,, lnc, Plan: 2095S 5401 Energy Air, Ct. Orlando, FL 32810 Phone: 407-886-3729 Email: PKnudsen@lenergyair.com Web: www.energyair.com For: Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 F Inside db 70 °F Inside db 75 F Design TD 26 °F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Heating Summary Structure 15643 Btuh Ducts 2919 Btuh Central vent (61 cfm) 1737 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 20299 Btuh Infiltration Method Construction quality Fireplaces Simplified Semi - tight 0 Heating Cooling Area ( ft 2140 2140 Volume 18438 18438 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 86 46 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Sensible Cooling Equipment Load Sizing Structure 16186 Btuh Ducts 5245 Btuh Central vent (61 cfm) 1185 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 22616 Btuh Latent Cooling Equipment Load Sizing Structure 2365 Btuh Ducts 952 Btuh Central vent (61 cfm) 1820 Btuh Outside air Equipment latent load 5136 Btuh Equipment Total Load (Sen+Lat) 27752 Btuh Req. total capacity at 0.75 SHR 2.5 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47-F Latent cooling 8250 Btuh Temperature rise 28 °F Total cooling 33000 Btuh Actual air flow 1105 cfm Actual air flow 1105 cfm Air flow factor 0.060 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point= 32 °F Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Bold/ italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghltsoft' 2018-Jun-14 14:49:14 Right - Suite® Universal 2018 18.0.11 RSU02374 Page 1 ACCA ... Specific\Wyndham Preserve\Lot 54 - 2095 SR.rup Celc = MJ8 Front Door faces: S wrightsoft' Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email PKnudsen@energyair.com Web: www.energyalr.com For: Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 Design Conditions Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2095 S Outdoor design DB: 92.6°F Sensible gain: 22616 Btuh Entering coil DB: 78.1°F Outdoor design WB: 75.9°F Latent gain: 5136 Btuh Entering coil WB: 64.3°F Indoor design DB: 75.0°F Total gain: 27752 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 106% of load Latent capacity: 6713 Btuh 131% of load Total capacity: 30674 Btuh 1111/o of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 20299 Btuh Entering coil DB: 67.9'F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 167% of load Capacity balance: 32 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 94% of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. wrightsoft" 2018-Jun-14 14 49 14 Right -Suite® Universal 2018 18.0.11 RSU02374 Pagel I40M ... Specific\Wyndham Preserve\Lot 54 - 2095 SR.rup Calc = MJ8 Front Door faces: S wrightsoft' Duct System Summary Entire House R- . -. . Energy Air, fit: 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: PKnudsen@energyair.com Web: www.energyair.com Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2095 S For: Lot 54 - 2095 SR, Ashton Woods Homes 2316 Blue Grouse Ln, Sanford, FL 32773 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 0.115 in/100ft 0.115 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 243 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 bat h 413 25 24 0.217 4.0 Ox 0 VIFx 14.1 115.0 stl bed 3 c 2109 88 109 0.208 6.0 Ox 0 VIFx 24.5 110.0 stl bed.4 c 1766 43 91 0.344 6.0 Ox 0 VIFx 11.4 70.0 bed2 c 2044 77 105 0.216 6.0 Ox 0 VIFx 19.8 110.0 stl cl 4-A h 150 9 8 0.313 4.0 Ox 0 VIFx 19.4 70.0 tam -kit -din h 2069 123 121 0.161 7.0 Ox 0 VIFx 33.7 140.0 st3 fam-kit-din-A h 2069 123 121 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 tam-kit-din-B h 2069 123 121 0.166 7.0 Ox 0 VIFx 28.2 140.0 st3 flex -A h 1724 103 57 0.115 7.0 Ox 0 VIFx 48.1 195.0 st4 flex-B h 1724 103 57 0.127 7.0 Ox 0 VIFx 35.5 185.0 st4 faun c 859 7 44 0.336 4.0 Ox 0 VIFx 8.4 75.0 m ba c 605 29 31 0.344 4.0 Ox 0 VIFx 6.4 75.0 m bed c 2423 99 125 0.347 6.0 Ox 0 VIFx 5.8 75.0 pantry -A h 1377 82 32 0.158 6.0 Ox 0 VIFx 36.7 140.0 st3 pdr-A h 474 28 18 0.172 4.0 Ox 0 VIFx 32.3 130.0 st3 wlc-A h 566 34 31 0.336 4.0 Ox 0 VIFx 13.4 70.0 vic2 h 169 10 10 0.209 4.0 Ox 0 VIFx 18.9 115.0 stl Bold/italic values have been manually overridden wrightsoft' 2018-Jun-1414:49:14 Right -Suite® Universal 2018 18.0.11 RSU02374 Page 1 Specific\Wyndham Preserve\Lot 54 - 2095 SR.rup Calc = MJ8 Front Door faces: S Supply Trunk Detail Table T"rik,.% _ Htg Clg Design Veloc Diam- H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 Peak AVF 685 527 0.115 641 14.0 0 x 0 VinlFlx st2 SO Peak AVF 200 248 0.208 561 9.0 0 x 0 VinlFlx st4 Peak AVF 205 113 0.115 464 9.0 0 x 0 VinlFlx st3 st2 Peak AVF 685 527 0.115 641 14.0 0 x 0 VinlFlx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 834 817 0 0 0 0 Ox 0 VIFx rb2 Ox 0 271 288 0 0 0 0 Ox 0 VIFx C wrightsoft' Rig ht-Suite®Universal 201818.0.11 RSU02374 ACCk .. Specific\Wyndham Preserve%ol 54 - 2095 SR.rup Calc = MA Front Door feces: S 2018-Jun-14 14:49:14 Page 2 11 : *-— .. .. _ .. Job M Ashton- Starlight Homes Performed for: Lot 54 - 2095 SR 2316 Blue Grouse Ln Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone:407-886-3729 www.energyair.com PKnudsen@energyair.com AIR KINGBFQW EO CFM5 5' VrW Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2018 18.0.11 RSU02374 2018-Jun-14 14:50-03 am Preserve\Lot 54 - 2095 SR.rup s level2 AIR KINGBFGEO EO CFMS 5' VTR In2 8 x 4 m bed 34 cfm x 4 m ba wic 31 cfm cl.4 F 8x4 10 x 6 Sup Riser 4^ 9 cfm 125 cfm ja ll 4 " 12 x 12 4 " bed.4 288 cfm 6 ac 6" 'VTR RA OVER DOOR 24x12 10x6 834 cfm 4 91 cfm 8 x 4 44 cfm 9 6'OAVTRCFM 14x6 10x6 6' 10x6 14x6 10x6 hal&61 109 Cfm 14x6 8 x 4 c1.3 10 cf bed.3 bed2 2 ba2 Job #: Ashton- Starlight Homes Performed for: Lot 54 - 2095 SR 2316 Blue Grouse Ln Sanford, FL 32773 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com PKnudsen@energyair.com AIR KINGBFOEO SO CFMS 5' VrR Scale: 1/8" = 1'0" Page 2 Right -Suite® Universal 2018 18.0.11 RSU02374 2018-Jun-14 14:50:03 am Preserve\Lot 54 - 2095 SR.rup a, J02 24-00-00 16' BCI 6000s-i 8 1 2 J03 18-00-00 16' BCI 6000s-1 8 1 13 JOB 18-00-00 16. BCI 6000s-1 8 I 1 J03 17-00-00 16. SCI 6000s-1 8 I 2 J04 17-00-00 16" BET 6000s-1.B I 6 J06 7-00-00 16' BCI 6000s-1 8 I 1 J05 5-00-00 16' BCI 6000s-1 8 1 1 J07 4-00-00 16' BCI 6000s-1 B I 1 FGI 20-00-00 1 3/4' a JEr 120E 31001 LUL2 2 RM1 38-00-00 1-1/8" z 16- BC RIM BOFRD OSS 1 RMI 16-00-eO 1-1/8' x 16' BE RIM BOBRD OISE 1 RMI 15-00-00 1-1/Er Y 16" BC RIM BORRD OSB I 1 n 0 A II m LH3 l l l l 3 J06L.J09 s J02 J02 I J01 501 101 J01 J01 Jee tl ii 8 iI FPI Ir l II n p Y V p Y II II II II II II II 11 I 712-4-0 5-8-0 20-0-0 9 7-0-0 24-0-0 7 0 0 Cl C3 CS E7 E7 E7 E7 m E7 N E7 E7 E7 E7 E7 E7 E7 E7 1 i I I i II i I it I I i II I 17 I iI = II 1 5 7 7 7 7 7 7 7 7 7 7 7. II I n mm 7-0-0 24-0-0 7-0"0 GEARING HEIGHT 56HEOULE Hanger List H3 IUS2 37/16 H4 LUS24 NOTES: L) REFER TO 0 R1 (REC04EADAnONS FOR NANDLM MTALLATION AND TEEPORARY DRACIN6) REFER TO ENilNEERED DEAVDYS FOR FEBIANENT DRALD16 REQUIRED 2) ALL TRU55ES (KLUONd TRUES UNDER VALLEY FEALN6 OIIRMYDECETFLY OE"ED OR REFS TO DETAIL YR75 FOR ALTERNATE DRAFAC6 REaNRFYENTS D) ALL VALLEYS ARE TO DE CCINFNTICNALLY LEFRAD DT DIADEE 4) ALL TRUSSES ARE DESIOCED FOR 1 ° c YA7lINL XACNG nLE55 ODERWKE NOTED 5) ALL WALLS SHOWN ON FLACFI(IUn FLAN ARE (ZNmEEED TO DE LOAD BEAM UNLESS OTIEMSE NOTED 6) 5Y42 T111WAS MAT DE INSTALLED WITH THE TOF BEM UP 7) ALL ROOF TICU% HANGERS TO DE %WWN NTU`6 UULE55 OTIEMSE NOTED Al FLOOR iRU% HANGERS TO DE %f5ON TNIA4221HE55 OINMSE NOTED 0) DLAMREADERA.INTEL (UDR) TO DE FNO051ED DY DU6DER HOP DRAWING APPROVAL TM LAYOUT R IlE 50.E SOUKS FOR FADREATION OF TORTES AM VOIDS AL FKYIDUS AMTECTIM 01 OKI 9 Tft%LAYOUTS KI'EL AND AnmFA OF TK5 LAYOUT W61 9 OE KCEIV[D DEFOK AHT TIMM5 RRL DE OLLT VEWY AL FLNAIWM 10 P5RE ANNiT 0SDi65 THAT RLL KSLLT N E]TEA DNEHS 10 TOLL fy w 0bi7 Nu r\Builders FirstSource Orlando PHONE. 407-6742100 FAX 407-851-7111 Plant Glty RHONE 617-759- 5991 FAX 613,-752-1552 Starlight Homes U 2095 Elevation S N ANDN WP0054 o- 10/ 16/ 17 Josh 0_10R? SPECIFIC PURPOSE SURVEY FORMBOARD) Z a>' mom.. CL a 'p L O rn a al d W ID a o os 000e ZtT c aC a Cas CO p J3 TRACT F 4f O DIIVIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County. Florida. Front 25' Rear 20' Side 10' BUILDING 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 user's sole risk. rLr-ruui rqui mein LEGEND:ADUSSO-Access Drains a tiliUes SidewalkLB -Licensed usiness / g N " / ' BFP-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D. . —Deed Book U —Water Meter O.R.—Official Records Book Do —Water Valve P.B. —Plot Book Cr—Fire Hydrant Pg. —Page RCM —Reclaimed Water Meter Elev. —Elevation RCDd—Reclaimed Water Valve Conc. —Concrete 0—Cable Box BP —Brick Paver 1) —Telephone Box SW —Sidewalk E —Electric Box FFE —Finished Floor Elevation 0 —Utility Pole CI —Curb Inlet Guy Pole GTI—Grate Top Inlet 9—Light Pole P.U.E.—Public Utility Easement i--Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride 0—Storm Sewer Manhole NCS—No Comer Set (Falls in Water) t9—Sonitary Sewer Manhole SF —Square Feet fHHo —Electric Handhole D.U.E. —Drainage/Utility Easement COO —Clean Out FMGD-MAG NAIL & DISK iCVD4-Irrigation Control Valve P.K.-Parker Kolon Nall I' -Sign SIR -Set 1/2' Iron Rod L87768 wD4-Gate Water Valve SPKD-Set P.K. do Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 r-Existing Grade FIP -Found 1/2" Iron Pipe LB7768 a -Blow-off Valve FPKD-Found P.K. Nail do Disk LB7768 -%_-Oroinage Flow Direction FCM-Found 4"x4' Concrete Proposed Design Grade Monument PRM 187776 As-Built/Existlnt Gradee Note: Some items In above legen may not be ODD icablel I Description I Date I Dwn.ICk'd I P.C.IOrder No. I Revised Garage Right 1 6/15/18 1 JE I JDL WYNDHAM PRESERVE LOT 54 PB 81, PG 93) LOT 28 NORTH BOUNDARY OF LOT 54 PRINCIPAL BUILDING SETBACK (Typ.) LOT 54 AREA = 8,667 S.F. +/- 9.6 1 A/C p PATIO 90 PAD u, W 1 10.2 aW O CONCRETE O FOUNDATION h FFE=30.09 COVERED PORCH L---------------------- 6 6 LOT 29 LOT 53 t - - - - - - - - - - - - - - - - r - - - - - - rn i-) o 14: On 0 0 8' PCP 10' UTILITY EASEMENT (P) 75.00 CONC CURB S89'40'51 BLUE GROUSE LANE RIGHT—OF—WAY VARIES PRIVATE ROAD) CENTER UNE\ S 89'40'51 " W SURVEYOR'S NOTES: 1. Current title information on the subject property hod not been furnlshed to GeoPoint Surveying, Inc. at the time of this plot p!an. 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 k finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 470.80' 6 PCP 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" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 54, according to the plat SURVEY) of "V\fYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida This certifies that a survey of the hereon described property 555 Winderley Place, Suite 109Maitland, FL 32751wasmadeundermysupervisionandmeetstheStandardsof Practice set forth rtjg4orido Board of Professional Phone: (321) 270-0440 Surveyors do Map i C 61-17, Florida Administrative Fax: (813) 248-2266 code, puI n CQ7. Florida Statutes. Licensed Business No. LB 7768 CO "•* GeoPoint695 rTEOF Surveying, Inc. W. """" `- " ' Drcmri: RCA Checked: JDL P.C.: Data File:Brhsixeist-PlatRIDAPRFtALSI9f11NO. NOT VAUD nr j,&t E AND THE ORIGINALae: 10/DO/18 Dwg: WmarfAst-1n154 Order No.: ---; ED SEAL OF d4r40RA CfilfS DSURVEYOR AND MAPPEEC. 17 - TWN. 20 S. - RNG. 11 E. I Fleld Bk: ENVIRONMENTS FOR Liyl e #— SITE ID: 393051 LOT: 54 BLOCK HOUSE 2316 STREET: BLUE GROUSE LN CITY: SANFORD STATE: FL ZIP: 32771 COUNTY: ACCOUNT**.. 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/162017 PROGRAM: HERS)100% TESTER: EFL IECC: 2009 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: 2316 BLUE GROUSE LN, SANFORD. FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revells DATE: 01/152019 Pkmlbk o IR Stan TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED N/A 5.1 Attu; Access Panel(fully skaled and insulated x 5.2 AtuC drop -do- Stair(fully gasketed and insulated) x 5 4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) x 5 5 Whole -house Fan insulated gasketed to the opening x 7.3 Fresh air ventdaeon installed per programspecs x Slower Door BD Ta et SO Actual Room Prm s m Tut BUILDING ORIENTATION PROGRAM VOLUME CU. CODE VOLUME CU. PROGRAM SHELL O. CODE SHELL S 160' WA 16,116 0 0 PROGRAM CFM 50 CODE CFM 50 PROGRAM ACH 50 CODE ACH 50 PROGRAM or Shou CODE of Shell 0 12.114 7 1,262 4.16 Motor d MN Bonn 0 Bdrm 2 0 Bdrm 3 0 Btrm 5 0 Rm 1 0 Rm 31 0 Odor 0 Bdrm 4 0 Rm 2 0 CO Datmwrs Energy Star Oua06e0 noes? Effldent Padti ? x 50 or> Of Hardwired Lights Must Be CFL Or LED x Low Flow Faucets, Tollsts aft? x PmgramrnDle Tllamlostd? x CeN6ed Gown Program Level Requhes VLa al Inspsdbn LUdtaNral SystemMWATERHEATER Location Manufacturer Nartr Model 01 Model 02 Model 03 Mods! 04 SYSTEM 1 GARAGE AO SMITH ENT 50 110 SYSTEM2 SYSTEM 3 SYSTEM 4 SYSTEM 1 SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NB036 UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AMU (HEAT INTERIOR CARRIER FB4CNP036PUMP SYSTEM 2 FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP) BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS ASDESIGN-VALUES ASBUILT -VALUES COMMMENT 0 OF BEDROOMS REM NA NA CEILING FLAT (REM) NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE REM NA NA TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Rev*% DATE: 01/152019 BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS ASDESIGN-VALUES A13 BUILT -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 ACH (REM) NA Hlp: 1.1E CI • 1.1E ACH 50 Pascals FRESH AIR VENTILATION TYPE PRIF AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL a REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION a OF FANS REM NA NA VENTILATION TIMER SETTING EACH FAN REM NA NA VENTILATION TIME - HRSIDAY 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 CFL'S (PRIF) INTERIOR % OF LED'S PRIF INTERIOR % OF PIN -BASED (PRIF) EXTERIOR FIXTURES % CFUS (PRIF) EXTERIOR FIXTURES % OF LED'S (PRIF) GARAGE FIXTURES % OF CFUS PRIF GARAGE FIXTURES % OF LED'S PRIF DISHWASHER(PRIF) 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 NA COOLING REM NA NA AIR -SOURCE HP REM NA NA WATER HEATING REM NA NA TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revelle DATE: 01/152019 TOTAL CONDITIONED FLOOR AREA 0 2,095 CFA SO FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET 0.00% 12.00x SYSTEM I SO FT. SERVED (CFA) 0 2,095 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 16E SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 36 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinity% 1.72% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 251 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE (% OF NaN% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 SO 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 0 0 ( CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET 0 0 ( CFM25) ACTUAL CFA) ACTUAL SYSTEM 3 SO FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE 0 0 SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF TEST: DUCT BLASTER RESULT: PASS TESTER: Dow Rov@W DATE: 01I182019 771 CFM20) TARGET imi (CFM25) ACTUAL CFA) ACTUAL SYSTEM 4 SO FT. SERVED (CFA) SYSTEM 4 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL mimi CFM25) SYSTEM 4 ARGET AL DUCT LEAKAGE mini (CFM25)ACTUALSYSTEM 4 AL DUCT LEAKAGE. CFA) SYSTEMACTUITOTAL DUCT LEAKAGE (%OF.. RUILDINn SPECIFICATIONS BUILDINWCNARACTERISTICS AS DESION:,VALUES ASBUIL•T-VALUES COMMMENT DUCT LEAKAGE TO OUTSIDE REM NA 0.01i7 CF.M25J CFA TOTAL DUCT LEAKAGE REM NA 0.12 CF,M251 CFA FLOW RING (PRIF) Colnnnb Carman Deb COVERED A/C SUPPLY IN LAUNDRY ROOM 0111512019 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2316 Blue Grouse Ln Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2316 Blue Grouse Ln (Lot 54) Jurisdiction: Cond. Floor Area: 2095 Cond. Volume: 18116 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 1262 Cinnla nr Mi,lti Pnint Tact noto HOUSE PRESSURE FLOW: 1 50 Pa 1262 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: 69 164 4.18 03 ACH(50) ' : 4.18 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, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 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. Digitally signed by Dave Revelle L( Date: 2019,01,15 16:47:52 EST CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS=dave.revelle Signature: @topbuild.com, C=US Printed Name: Dave Revelle Date: 01 /15/2019 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 prowde the eDove services for you. Please feel free to contact me with any questions. M(25I20i7 393057EFL Z) This certificate is presented to Dave Revelle for having successfully completed all requirements established by the Residential Energy Services Network (RESNET) and as a Certified Home Energy Rater is authorized to issue Home Energy Ratings in accordance with RESNET guidelines. RTIN # 4311088 Stephen P. Carr, Registration # QA Designee This form was generated from EFL Project Manager. property of TopBudd Home Services 04/05/2019 Certification Expires 4W FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 2316 Blue Grouse Ln Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction n,irt I aaknna Tagt RpglIltq CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 36 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct Sum lines 1-4 36SystemLeakage Divide by 2095 Total Conditioned Floor Area) 0.0172 (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 Digualy signed by Deve Revelle Date, 2019.01 15 16:47:49 EST CN=Dave Revelle, O=TopBuild Rater Of Record: Home Services, OU, mr,rAeettes=da.e,e.aec Printed Name: w ave Re 4lf@1bui1d.Co.. C=uS RESNET #: 4311088 Date: 01 /15/2019 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an JAE S7- energy rater certified in accordance with Section 553.99, Florida Statutes. y Nbq Coo WE'J Building Ofiidal: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 393051EFL