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Home My WebLink About512 Red Rose Ln 18-667 (new sfh)COUNTY OF SEMINOLE IMPACT FEE STATEMENT J 1 STATEMENT NUMBER: 18100001 DATE: February 20, 2018 BUILDING APPLICATION : 18-10000136 BUILDING PERMIT NUMBER: 18-10000136 1 UNIT ADDRESS: RED ROSE LANE 512 21-19-30-510-0000-1650 TRAFFIC ZONE:022 JURISDICTION: 3 d JSEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DRIVE SUITE 350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 512 RED ROSE LANE / THORNBROOKE PHASE 4 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 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 5,000.00 PARKS N/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 OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE 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 1101 EAST FIRST STREET OPSANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE `" THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT DISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVE `\ Parcel ID Number: Q (1 CDSO Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. fjUNT MAL01': SEI1110!-E C:OIUHTY CLERK OF CIRCUIT COURT & CONF`TROLLER CLERK' S Y 2018012391 RECORDED 1)2/1C11/2L1:[3 ii:,:`} :11 P11 RECORDING FEES' RECORDED BY hdevora The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT I U6' Legal Description : Thornbrooke Phase ` -1 according to the plat thereof, as recorded in Plat Book V Page70,'7/of the public records of Seminole County, 14( Florida. Addresses : 5- (a 9.c-( Robes f` 6t K.e..._ Sanford FL 2. General description of improvements : Single Family Home 3. Owner information: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOURTROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed: Signature of Owner's Agent: Sworn to and subscribed before me this by John Asa w n Asa Wright Taylor Morrison of Florida Inc./ Notary Public DA Clark My commission expires: 6/27/19 Serial No. FF 2091ORTIFIEDCOPY GRANT MIALCY o ary Signature: CLERK OF T E CIRCUIT COURT ILER SE Y, F A 6B l OEPUUTYCLERK known to me. p,, tv' q FF2p9109 1 qr ouea M CONM`\SS ON e 21,2 9 e! Xp1REs' lNo 2N geN 0 Pi4IE If F`O fi FEB 0 2 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ aai 352 r.°'> Job Address: 5- 19, rUd R as4- Lk v" 13awt (6 ' Historic District: Yes No 0 Parcel ID: PZ/'-19-30- 5"/0 -0000- !(o SO Residential R Commercial Type of Work: New FX1 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: I (QS Plan Review Contact Person: Daphne Clark Title: t•Mll'RM' 11 =0' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: Fax: lue State License No.: CBC1257462 Architect/Engineer Information Phone: 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 IMPROVYMENTS 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: 5'h Edition (2014) Florida Building Code 34 3 • -- Revised: June 30, 2015 W Permit Application SZ) 3 oz — 2 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 pen -nit 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. IA" I k C Si tureofOwner/Agent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Na Signature of ota - of Florida Date!/ to . PUB 20 ' , * MY COMMISSION t FF 209108 EXPIRES: June 27, 2019 Bonded ThrU Bu" Notary St'*" Owner/Agent is YES Personally Known to Me or Produced. ID N/A Type of ID 2 a gnature of Contractor/Agent Date JOHN ASA WRIG T Print Cont, lieSignatureootary-State of Florida D e AiA:Y pO,' D. A CORK MY COMMISSION 0 FF 209109 EXPIRES: June 27, 2019 IV In 90*d Aru Buoget Nobry Seryka Contractor/Agent is YES Personally Known to Me or Produced ID NI/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical a Mechanical Gj-- PlumbingR Gas[] Roof Construction Type: 146 Occupancy Use: Flood Zone: -t)F Total Sq Ft of Bldg: 32N-1 Min. Occupancy Load: of Stories: Z New Construction: Electric - # of Amps 2-00 Plumbing - # of Fixtures 2 0— Fire Sprinkler Permit: Yes NoIS5' # of Heads APPROVALS: ;ZONING:0C f I - UTILITIES: COMMENTS: ENGINEERING: VATC- Z-13` (tj FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 514 • 12)% ;me. Ay,asfus;a. — Gcp— Fire Alarm Permit: Yes No 0 WASTE WATER: BUILDING: t$ Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No Documented Construction Value: $ ad 9 A(k .11 Job Address: 5- 19, R-ed I`aSe.. La- we- Sim s- Historic District: Yes No Parcel ID: QZ/'-19-30- 5(0 -0000- 1(o SO Residential [ _Commercial Type of Work: New n Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER: I o5' Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne@Permit Permits Permitsrnm Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO. OWNER: YOUR FAILURE TO RECORD. A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IWROVJEMENTS 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: 5'h Edition (2014) PMorida 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. K Lure of Owner/Agent "DateSi TAYLOR MORRISObl OF FLORIDA INC Print Owner/Agent'Nar/_',, Signature of ota -S of Florida Dat OS'" :Pt'Bi, D. A. CtM MY COMMISSION # FF 209108 ve" EXPIRES: June 27, 2019 vBonded n u.Budf t Notary Serviees Owner/ Agent is YF& Personally Known to Me or Produced ID NIA Type of ID gnature of Contractor/Agent Date JOHN ASA WRIG T Print Contractor/Age Signature o Notary -State of Florida D e D. A. CLARK MY COMMISSION # Ff 20910E EXPIRES: June 27, 2ol9 ornoPBondedThruBU6A- Notary Servzs Contractor/ Agent is YES Personally Known to Me or Produced ID NIA 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: ENGINEERING: COMMENTS: UTILITIES: 2"6« WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application 6C—1s77-1 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 512 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1650 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 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) it OFFICIiALUS,E ONLY 'N a1 "' Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 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: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-667 Reviewed by: Michael Cash, CFM Date: February 13, 2018 LORI 1877 www.sanfordfl.gov Application for Right -of -allay Use for Driveway, Walkway & Landscape 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 in the City of Sanford's right-of-way in accordance with the City's regulations and the a - Know attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. 7N"BZ6jWi/,,//)-!/ `yJ+ Call before you dig. 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway ElOther: 3. Schedule of Work: Sta/rtt Date ! B t+ / cC oomplpletion Date Emergency Repairs 4. Brief Description of Work: g APEAlA7 , A14 rN"-K. 0 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 installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees 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. 1 have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: 11A Date: This 6ormit shall be posted on the site during construction. Please call 407.688.6080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: 5eptemoarzuiu ROW Use Driveway.pdf 8CP&Parcel View: 2l'l9-38' 10'0000'1650 l|4905iNl' Owner I TAYLOR MORRISON OF FL INC Subdivision Name THORNBROOKE PHASE 4 DOR Use Code 00-VACANT RESIDENTIAL Exemptions 2018 WC Valuation Values Method Cost/Ma Number of Buildings Depreciated o Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Portability Adj Save Our Homes Ad j so P&G Adj Assessed Value 1,809 Tax Amount without GO*: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 165 Taxes Taxing Authority FAssessrnent Value Exempt Values I Schools 26,050 0 City Sanford 1,809 0 County Bonds 1,809 0 Sales REQUEST FOR TUG & PREPOWER AGREEMENT Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: Project Address: 5 ( A l—C-Ot l2-'d'y ( Building Permit M 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 thirdparty 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. Print Name of Owner/Tei nt gnature of Owner/Te t JURISDICTION EMPLOYEE NAME: JURISDICTION: Print Name of Gen. Cor4nctor 4 gnature of Gen. C or 13C. 12 S%y62 Gen. Contractor License # Print Name of El. Contractor SL r_ Signature of El. Contractor EC( Do po-:A4 El. Contractor License # CALLED INTO: ' Progress Energy o Florida Power and Light on '/ / Rev. 4120/07) REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED PPrmif 0 BUILDING PERMIT Min Max Ins ection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence A d di rPcc! ELECTRICAL PERMIT , Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Tem orary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1!I' CHNICAPERMIT r_ Min Max u Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2017 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 1 65ThornbrookAnastasiaG RN Builder Name: Taylor Morrison v t DING Street: 51 A RAd 905C, La V%e- Permit Office: C Q Q City, State, Zip: FL , ,S( 6 Permit Number: J Sp, 0RD Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OAP r\ A 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ftz b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ftz 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area above grade (ftz) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(368.3 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 296.26 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.502 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0,950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.143 Total Proposed Modified Loads: 76.55 PASS TotalBaselineLoads: 77.03 1 hereby certify that the plans and specifications covered by Review of the plans and 0'F11HESx411 this calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance with the Florida Energy Code. rrrru ' ° ",,, 4 Before is PREPAREDBY:'''J""" construction completed DATE: _ 1/2.3/_1.8 this building will be inspected for 0 14.4Ycompliance with Section 553.908 I hereby certify that this building, as esigned, is in compliance with the Florida Energy Code.t3 Florida Statutes. OWNER/ AGENT: - Q - 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). 1/ 23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: Lot 165ThornbrookAnastasiaG Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner Name: Total Stories: 2 Block/Subdivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , 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 Block1 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ____ ---- 13 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.38 0 0.62 3 Floor Over Other Space 2nd Floor ____ ____ 1102 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC RBS IRCCV # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 300 1480 ft2 N N 1/23/2018 922 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o W_ all_T_ype Space R=Value Ft In F_t-In Area R>V_alue-Fraction-Absor.-GradeJa- 1 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 3 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 W Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 7 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 8 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 9 E Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 8 20.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.34 0.31 N 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 S 1 Vinyl Low-E Double Yes 0.34 0.31 N 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 S 2 Vinyl Low-E Double Yes 0.34 0.31 N 58.6 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 S 2 Metal Low-E Double Yes 0.58 0.32 N 72.0 ft2 10 ft 8 in 0 ft 0 in None None 5 W 3 Vinyl Low-E Double Yes 0.34 0.31 N 30.0 ft2 1 ft0 in 1 ft0 in Drapes/blinds None 6 W 4 Vinyl Low-E Double Yes 0.34 0.31 N 39.1 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 N 5 Vinyl Low-E Double Yes 0.34 0.31 N 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 NE 7 Vinyl Low-E Double Yes 0.34 0.31 N 23.3 ft2 10 ft 8 in 0 ft 4 in Drapes/blinds None 9 E 8 Vinyl Low-E Double Yes 0.34 0.31 N 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 E 8 Vinyl Low-E Double Yes 0.34 0.31 N 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 E 9 Vinyl Low-E Double Yes 0.34 0.31 N 5.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 E 9 Vinyl Low-E Double Yes 0.34 0.31 N 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 1/23/ 2018 9:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2762.4 151.65 285.21 .3666 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump/ Electric Heat Pump/ Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit/ Central Unit/ Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb Mar Apr May X Jun Jul Au X Se Oct Nov Dec Heating Jan Feb N Mar Apr IMaY l Jun Julil XlAuf l Sep Oct Nov Dec Ventin Jan Feb X Mar A r ( l Ma l Jun Jul Aug Se Oct l X Nov tX Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. FL, 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 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 7. Windows" Description c. R= Area ft2 Ducts R f a. U-Factor: Dbl, U=0.34 296.26 ft2 a. a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.502 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft 2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 b. Conservation features c. other (see details) R= 13.00 ft2 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: - le Address of New Home: 'S oZ a_ LAC_ City/FL Zip: &gh, 4&L.-r 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. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 EL. -AIR Manual S Compliance Report I HEATING AIRCONDITIGNMG ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot165ThornbrookAnast... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18848 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3465 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 22313 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19226 Btuh 102% of load Latent capacity: 3483 Btuh 101% of load Total capacity: 22708 Btuh 102% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox . Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoftx 2018-Jan-23 09:18 51 CA 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 okAnastasiaGRN\Lotl65ThornbrookAnaslasiaGRN.rup Calc = MJ8 House faces: N DEL -AIR Manual S Compliance Report HUTIMD - AIR CNDffWMIMs ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot 165ThornbrookAnast... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 16090 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19015 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17843 Btuh 111% of load Latent capacity: 3122 Btuh 107% of load Total capacity: 20965 Btuh 110% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13590 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. t I'1 Ilt$aft` 2018-Jan-2309:18:51 W 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 okAnastasiaGRN\Lo1165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 1®EL: ' Com onent Constructions Job: Lotl Date: 6/4/20144/2014 HEATING® AIRCGNDfTroRnIG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Cooling Dry bulb (OF) 42 93 Daily range (OF) - 17 ( M ) Wet bulb (OF) - 76 Wind speed (mph) 15.0 7.5 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Method Construction quality Fireplaces Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btuh/ft2-OF ft2-°F/Btuh Btu h/V Btu Btuh/ft' Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 W 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" s 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 30 0.340 0 9.62 289 10.6 317 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e 15 0.340 0 9.62 144 30.4 455 overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 W 30 0.340 0 9.62 289 30.4 911 all 145 0.340 0 9.62 1395 16.8 2438 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, ne 23 0.340 0 9.62 225 16.0 374 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 6 0.340 0 9.62 58 30.4 182 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2018-Jan-23 i Wrl htsoft' 9 Right -Suited Universal 2017 17.0.23 RSU24011 Page 1 ACCN...okAnastasiaGRN\Lo1165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 5 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap; e 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 58 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w 39 0.340 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 Doors 11 DO: Door, wd sc type n 21 0.390 Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 gypsum board int fnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 wrightSOW Righl-Suite® Universal 2017 17.0.23 RSU24011 MCA...okAnastasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 0 9.62 48 30.4 152 0 9.62 185 30.4 585 0 16.4 1182 16.8 1213 0 9.62 561 12.2 708 0 9.62 374 30.4 1180 0 9.62 935 19.4 1888 0 11.0 228 12.0 248 30.0 0.91 1343 1.74 2574 19.0 1.41 18 0.71 9 0 28.0 4140 0 0 2018-Jan-23 09:18:51 Page 2 e e o Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft-l' V-°F/Btuh Btu h/tt' Btu Btuh/ftf Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 112" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" s 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, ne 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 10.67 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 It sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It w overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all Doors 11 DO: Door, wd sc type 223 0.091 13.0 2.58 575 1.44 322 23 0.340 0 9.62 225 16.0 374 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 72 0.580 0 16.4 1182 16.8 1213 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 19.4 1888 n 21 0.390 0 11.0 228 12.0 248 ti F1tSOft' 2018-Jan-2309:18:51 Wrl g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 okAnastasiaGRN\Lot165ThornbrookAnaslasiaGRN.rup Calc = MJ8 House faces N Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 13 0.032 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 t i1tSOft` 2018-Jan-23 09:18:51 Wil g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 4 okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N C Component Constructions Job: LOt165ThornbrOOkAnast... G 4.: np Date: 6/4/2014 HEATING - AIR =Otr10NING ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (IF) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces ' 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btu h/ft2-°F ft-F/Btuh Btu hV Btu Btu h/ftT Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 112" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.), 6.67 ft head ht Doors none) Ceilings 168-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 51 1 Wrl htsoft 2018-Jan-2309: age9Right-SuiteC Universal 2017 17.0.23 RSU24011 Page 5 ACCN_.okAnastasiaGRN\L01165Thornbr0okAnastasiaGRN.rup Calc = MJ8 House faces: N For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA LS 3/ 4/17 A LS 11 ,rf' - Orlando Intl AP, FL, US Winter Design 4liAk-f d Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 26215 Btuh Ducts 7202 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 33417 Btuh Simplified Average 0 Heating Cooling Area (ft2) 258g 8 2 Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref. n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Sensible Cooling Equipment Load Sizing Structure 23931 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier Equipment sensible load 1.00 34938 Btuh Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6390 Btuh Equipment Total Load (Sen+Lat) 41328 Btuh Req. total capacity at 0.70 SHR 4.2 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref. n/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H2O 0 77- wrightsoft 2018-Jan-23 os:e1Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 1 MCP,...okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N Project Summary Job: LOt165ThornbrookAnast® E ... Date: 6/4/2014 NEArING•AIR CONMM MG ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Emmons=, o • LS 3/24/17 LS 11/ Sfi: Orlando Intl AP, FL, US Winter Design *AWA Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 16921 Btuh Ducts 2905 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19827 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Co lin Area (ft2) 1467 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 39 OF 8.5 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.042 cfm/Btuh 0.30 in H2O Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 14602 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 18848 Btuh Latent Cooling Equipment Load Sizing Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 3465 Btuh Equipment Total Load (Sen+Lat) 22313 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230`++TDR AH R I ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Jan-23 09:18:51 WrightSill Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCN...okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N Project Summary Job: Lot165ThornbrookAnastqDEL—AIR ... Date: 6/4/2014 HEATING - AIRCONDITION NG ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9294 Btuh Structure 9328 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16090 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 111 111g Equipment latent load 2925 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment Total Load (Sen+Lat) 19015 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 F Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 °F Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl g htSOft" 2018-Jan-23 09:eRighl-Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCK ...okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc - MJ8 House faces: N DEL -AIR Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 it 147.9 It 3 Room height 9.2 it 9.3 It 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 it2 Ty Construction U-value Or HTM Area (it2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh tt2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12C Osw ' 0.091, n 2 58 2.34 270 240 618 562 0 0 0 0 2A=2ov M, 0.340 n 9.62 10.58 30 0 289 3174:0 0 0 w.. ,,, 0- W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 13A-2ocs 0 201 ne 5.69 4.35 46 23 130 99 6 23 130 99 11 10C v 0 340 ne 9`.62 16.02 23 0 2215 374 R23 0 225' k374 UJ 12C-Osw 0.091 e 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 6 0 58 182 0 0 0 0CC2A-2ov 0.340 e 9.62 30.36 15 0 144 455 0 0 0 0 r R 13A 2ocs 2A 2ov 0201 0 340 e r10 5 69 9.62 4 35 494 470 2675 48 2046 152 494 5 470 0 2675 48 152. e e " 9_62 30.36 185 585 t- 2[M6 1 2 2ovw 0.3340 s 9.62 10.77 230 226 289 323 0 0 0 0 Vr ... G 1dA-Zocs U.ZUI w b. b`J 4.db bUd 4/U Zb/1 ZU44 bUi5 4/U Zb/1 ZU44 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 39 0 374 1180 244 22324- 57P5753222? 322 2824 - U- _11_0-4: 11.9921 248 211_ ; 8: C 168-30ad 0. 032 0.91 1.74 1483 1483 1343 2574 13 13 12 23 F : 'E20P=19t „+- 0 050 1 _41 0.71 _-- 13 :13 18 . 7 99A_tH n QAQ _ 97 QQI n nn 1d70 1dA Akin nl 1d7n 1AR Akin n 61 c) AED excursion 01 10 Envelope loss/gain 20504 18327 14175 9937 12 a) Infiltration 5711 1809 2747 870 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26215 23931 16921 14602 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26215 23931 16921 14602 15 Duct loads 27% 46% 7202 11007 17% 29% 29051 4246 Total room load 33417 34938 19827 18848 Air required (cfm) 11680 1680 840 840 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed fk" wrightsOft" Right-SuiteC Universal 2017 17.0.23 RSU24011 2018-Jan-23 0 : 18: 1 ACCAokAnastasiaGRN\Loll65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N g A DEL -AIR Right-JO Worksheet WATWG - AIR C0X=0H1K8 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft' 2018-Jan-23 09:18:51 Right -Suite® Universal 2017 1Z0.23 RSU24011 Page 2 okAnastasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 19DEL-AIR Right-M Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl 65Tho rn b rookAnastasi Date: 6/4/2014 By: FJF I Room name ahu 1 mstr rm 2 Exposed wall 147.9 it 42.0 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 ft2 263.5 ft2 Ty Construction U-value Or HTIVI Area (ft2) Load Area (ft2) Load number Btuh/ft2-oF) Btuh/ft2) I or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 0.091 n 0 00 0 00 5 0 0 0 0 0 0 2 n 0 0 Zm"N 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 13A -2ocs 0'201 ne 5.69, 435W 4 6 l 30 99 0 0 ne' 9.62 6. 02 2 3 225 374 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 13A-2ocs 0 26 9.62 L 80.36 5 0 j z e- 44., 6 6 63' 6 f6 0 12C-Osw 0.091 s 0.00 0.00 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2oc s 111f 5,6 9 4M 280 150 j 651 491 jjftNO0580s s 6 6.8,15 72 NMI' 2 1182 2, 8_6 a 0 A2 -26v, 9. E"""l ZY 0 29 iii6fl 708 58 0 Qs, 5 6 1 Z. W 16A-30ad 0.032- s 0.91 2.38 29 26 69 29 2_9l__-_-_'2_6__ 69 1 2 qs.&' 2A 0.091 A,k'0A, 1WC.00. 0 0 o w " 0 M 01ML v b 346 W 6 U_ 0 0 0 0 W 13A-2ocs 0.201 w 5.69 4.35 508 470 2671 2044 89 89 504 386 L-G 2A-2.v 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0 P11,111 0091'', 1 2.58 1.44 12Aft 244 21 223 575 322 On 0 D f 66 0.300. i _0_ 4 J-9.9, 1' 248 C 1613-30ad 0.032 0.91 74. 3 0 0 0 0 F ZLP 19 ff, 1--0.050 To" 76.bd 1 0.00 0 0 12 0 23 01-, 0 0 0 0 0 F_ 22A.4pi 0.989 0799 0.00-- 1470 148 4140 42 1176 0 7= V`Ti'i;, 7777--77 77777 77F-7-7- 7777-77 77 7-=- 77= 6 c) AED excursion 0 71 Envelope loss/gain 14175 9937 3660 2158 12 a) Infiltration 2747 870 820 260 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 16921 14602 4480 3248 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16921 14602 4480 3248 15 Duct loads 17% 1 2905 4246 17% 290% 769 944 Total room load 1 19827 18848 5249 4192 Air required (cfm) 840, 8401 222 187 Calculations ar)r)roved by ACCA to meet all reouirements of Manual J 8th Ed vvriqht!-.Oft' 201 8-J an-23 09:18:51 Right-Suite(D Universal 2017 17.0.23 RSU24011 Page 3ACCA.... kAnastasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet IKATUM - AM CONIMMOMEN6 ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 It 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/it2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool I Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 .V W_ 11 Vjl 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 e e e 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A 2ocs- 2A 2ov62 r2A Y 0 201 0.340 e e ':. 5 69 9:62 4 35 30 3t 30:36 112 0 0 112 0 t.. _i 0 637 0 487 0 0 0:,,. 0 0 0 0 0 0 0: zk ... 0 0 p' F--G 2A 2ovw 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 0.2011 w 1 5.69 0 61 c) AED excursion 1-41 0 Envelope loss/gain 973 446 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 515 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 515 0 5 15 Duct loads 17% 29% 204 150 17% 29% 0 1 Total room load 1395 665 0 6 Air required (cfm) 59 30 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 91444- wrightsoft' 2018-Jan-23 09:18:51 CK Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 okAnastasiaGRN\ Lo1165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet HUTRI9 ` AM COMMUNING ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 fl 21.0 It 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 3.5 ft 1.0 x 146.5 It 5 Room area 19.3 It' 146.5 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ftz) or perimeter (it) Btuh) or perimeter (fl) Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool i Gross I N/P/S Heat Cool 6 12C Osw 0 091 n".: 0.00 0.00 z0 T '. 0 0 Ao 0 0 0 0 0. 2k 2ov 0.340 n = 0.00 0.00 O k . . , .0 0 0 ,. 0 r = -0 0 0. W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 13A=2ocs - D 201 nee 5.69 4 35 0 0 00 0 0 0 0' 11 10C v _ 0 340 ne, 9.62 16.02 0 0 0 0 0 0 0 0' 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0, 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 O t 13A 2ocs 2A 2ov 0.201, 0 340 e 5 69 9 62 4.351 0 0 0 0 0 0 0 0 145 0 125 0' 713 545 A 0.340 e e9 6230.36 t30.36 s 0; I--G 12C-0sw 2A-2ov 0.091 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 28-2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 2A 2omd 0 20t 0 580 s` ° s 5'69_ 16.41 4 35 16 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0k x.; 2A_2ov_ 0 340 s 9'62 s 12.15 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 y/ _ t G 2C Osw 2A=2ov 0 091 0 340 w; w = 0 00 A.00 0.00 0:00 0 0 0 z,,,, ,,, ; 0 b0 0 0 0 0 0 t-G 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 PI 12C Osw '- 0 091 2'58, 1 440 0 0 0 0 Q ,' 0, 0' 0 399 0 U_04-' 1].93 0 0 0 0 0 0: C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 22A tpl 27.99 0.00 19 0 0 0 147 21 588 0 E a'<, E:,,zt Ea...,. : A#R"a baTx.A 5''-'- S•E5i S.§,. ta, 777+ 6 c) AED excursion 0 101 Envelope loss/gain 0 0 1778 1454 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 2160 1575 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1575 15 Duct loads 17% 29% 0 1 170% 29% 3711 458 Total room load 0 6 2531 2033 Air required (cfm) 0 0 107 91 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" 2018-Jan-23 09:18:51 AC --CA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 okAnastasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N P DEL -AIR Right-JO Worksheet HEAT= - =COR OMINe ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 ft 4.0 ft 3 Room height 9.3 ft heat/cool 9.3 it heat/cool 4 Room dimensions 4.0 x 11.5 ft 4.0 x 11.5 ft 5 Room area 46.0 ft2 46.0 ft2 Ty Construction U-value Or HTM Area Ift2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 t—G 12G,Osw 0.091 n" 0.00 0:00 0 0 0 0 0 0 0' k:A' 2A 2dv 0'340 n== 0.00 0:00 0 0 0 i 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 13A 2ocs : 0 201 ne = 5 69 4`.35, 0 0 0 0 0 1 1 10C u c drt0.340 ne" 9.6225.- .._..._.— 16 02 i =o_ O O 0 2A 2ovw 0.340 e 0.00 0.00 0 0 0 0 0 0 0 012A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs E 0 201 e ?5 69 a4.35 37 37 212 162 37 32 184 141 2A 2ov 0 340 e• 9 62 30.36 0 0 0 0 5 0 48152' 2 29 62 ._..._30.36 - 0 0 0 0 1+/ 12C_0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 58 31 Envelope loss/gain 324 104 344 324 12 a) Infiltration 73 23 73 23 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 397 727 417 347 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 397 727 417 347 15 Duct loads 17 % 29 % 68 211 17 % 29 % 72 101 Total room load 465 939 488 448 Air required (cfm) 20 42 21 20 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft- Ri ht-Suite® Universal 2017 17.0.23 RSU24011 2018-Jan-23 09:18:51 AGC{ 9 Page 6 okAnastasiaGRN\ Lo1165ThornbrookAnaslasiaGRN.rup Calc = MJ8 House faces: N SDEL: AIR Right-J@ Worksheet MTM - A91 CONOMMM ahu 1 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 1 65Th o rn brookAn astasi Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 ft 10.0 ft 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 ft2 Ty Construction LI-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 2C os-' " , 26v70:091 ri' 0 00 Z 0. 00 0. 00, 0 0 0 0 0'_ 0 o o 0 0 0, 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 1 I 3X -2ocs,.: MF 0 2pl' 4 35 16., 02--- 0 0 0 ap 0 0 0 0 0 0 12C- Osw 0.091 e 0.00 0' 00 0 0 0 0 0 0 0 0 2A- 20v 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20v 0.340 e 0-00 0.00 0 0 0 0 0 0 0 0 W. 13A-2ocs 0,201 0. 340-e' 0. 340 e e 9' 62 9. 62 35 r 30,.' 36 0 0 0 X' o mw 0 0 0 0 51 0 0 o 0 0; V 0y0= 0 0 0 0 12C- Osw 2A- 2ov 0. 091 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B- 2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 M_ o m 'g 4" A,26v,' 2 - IP,' 0201 018 b O 340 o_ on2 11 " 1 ss 569 16' . 41 9. 62 4". 35 1 2.-'l 5 135 7 2 0 b 63-,_ 7 0 6 360 A' A 0 d 1 275 11213 0 0 0 0 0 0 0 0 0 0 jik, 0 W 16A-30ad S 0.91 aw 0 0 0 0 0 s So0.091 bi,340 w; 0. 00 0.06 0: 00 i" 0 E"'_'-Z' n' 0 0 o 0 o 0 0 0 0 o 0 0. t-- G 13A-2ocs 0.201 w 5.69 4.35 191 191 1088 832 93 54 310 237 2A-2ov 0.340 w 9-62 30.36 0 0 0 0 39 0 374 1180 pt=.2C,- OSW 4, A 4-0 1- _000 0 0 a 0 0 ______ 0. 0 W 0 0 C 1613- 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 dp- .i -----"'-' --. .. --.- M' 1-.1.___ 0.'050V` f- 1 . ......... 1-1- 11.1---.1- 0.00 0.00 0 mo L - Q 0F 22A- tpl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 Am" W 711 A 7 FIKE 7- 77777 7 7 7 T 6 c) A ED excursion 255 517 Envelope loss/ gain 1 3609 20651 9631 1933 12 a) Infiltration 636 202 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4246 3187 1 1145 2221 Less external load 0 0 1 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 3187 1145 2221 15 Duct loads 17% 29%1 729 927 17% 29% 197 6461 Total room load 4975 41114 1342 2867 Air required ( cfm) 211 183 57 128 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed Fk- vvriightsoft* 2018-Jan-23 09:18:51 A__011 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 7 kAnastasiaGRN\Lot165ThornbrookAnastasiaGRN. rup Calc = MJ8 House faces N 2 DEL-AIR Right-JO Worksheet MArm . AIR COMMUNING ahu 1 DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl 65Th o rn b rookAnastasi Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.9 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 3.5 It 1.0 x 275.8 It 5 Room area 21.0 ft2 275.8 f12 Ty Construction U-value Or HTM Area (f t2) Load Area (w) Load number BtUfVft2-,F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S; Heat Cool Gross N/P/S Heat Cool 6 I--G, 12 '0 wAC26N-',- J,,W 0 691 W'_" W Ofoo 0.00 0 0 0 0 0 0 0 0.340 6.i00 000 6 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 13A-20Cs, 0W1 d6,l q 0 7_747 23 130 99; it0C' v' C.14bne 9.62 0 wp 225 374 12C- Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 VL2', 2A"2ov 3A-, 2ocs 2ov 0. 201 0. 340 e , 5.69' 4'5 0 313 o 0 0 5 0 5 00 27 0 20 n' O ee- 462 0 0 o 6 6 4"g" 2%; 0 01 12C- Osw 2A- 2ov 0. 091 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B- 2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 121N- 26-cs, 0,201 64s 569 4M 0 0 6 0 0 0 P 0 0 2A72omd 0. 580 s 16'411 18.65 0 0 A 0 A - 2ov, 346 U1_1..._._ 9'.62 0 0 0 I 0 13 0: 0 W 16A-30ad 0.032 s- s 0.91 2.38 0 0 0 0 0 0 0 0 0. 00 15V"V oo FV 1 0' 0 A 0 o 0 0 0 112C'0:091;"w 2k2sl0.340 340 0 0 0 x 0' Y- G 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 135 135 770 589 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 P, PI12C-0sw'' W- 0.091T 2.5877T7 R"". 0 o 0 244 223 L 1.1.Q0__.__ 0. 390 J-1-04 11;_99, 0 0__ L L 21 2281 248 C 16B-30ad 0.032 0.91 1.74 0 0 0 13 13 12 23 F- o 7, O _ 0 0 0 0 7 ME- F 22A-tpl 0.989 27.99 0.0021 0-- 0 276 20 55 7 0 T"' 77, - 77, 7,7 T., 77- 6 c) AED excursion 0 222 Envelope loss/gain 0 0 2523 1453 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 1200 Subtotal ( lines 6 to 13) 0 5 2985 2768 Less external load 0 01 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2885 2768 151 Duct loads 17% 10 0 1 17% 29%1 4951 805 Total room load 0 6 1 3381 3573 Air required (cfm) 0 0 1 143 159_ Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed Fk- vvriightsoft' 2018-Jan-23 09:18:51 4C_ C_K Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 8 0 kAnastasiaGRN\LoII65ThornbrookAnastasiaGRN.rup Calc = VIJ8 House faces: N P DEL -AIR Right-JO Worksheet HuTm=n/e 1 mmums ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lott 65ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 ft2 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 W 11 , 12C-Osw 0.091 e 2.58 2.34 491 470 1209 1100 131 131 336 306 2A-20v 0.340 e 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 15 0 144 455 0 0 0 0 13A 2oc`s ° 0 201 e; 0 00 0 00 0 0 0 0 0 n 0 0 0,0 2A 2ov . 0 340 e'. A:00 6 0 0 p 0 0 0 r 0 0. 0.340 e 0.06 OF00 0 0 0 d. 0 0 0 0 V)/ 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 140 110 282 257 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 30 26 289 323II--G— G 2B-2fv 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 13A-2ocs 0 201 s 0 00 0`00 0 0 0 0 0 0 0 0 2A.2omd,. .: •0 580 s ,` O. xj 0.00 • 000 0 spa 0 p 0 0 2A-2ov _ .. 0.340 s l 0.00 0.00 p 0 0 0 0 p t , •, p 0' 0' W 16A-30ad 0.032 s 0.00 0_00 0 p 0 0 O 0 Upr 12C-Osw : 340 w 2 58 2.34 491 461 1186 1079 80 86 220 200: G 2A=2ov . .JR .- 0 wv N"9`:62 1, 30Q6 , 30 0 289 911- a..•0 0 0k W 13A-2ocs 0.201 w 0.00 0.001 01 01 01 01 01 01 0 0 61 c) AED excursion 10 95 Envelope loss/gain 6329 8390 1330 1381 12 a) Infiltration 2964 939 693 219 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9294 9328 2023 1600 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9294 9328 2023 1600 15 Duct loads 46 % 72% 4296 6761 46 % 720% 935 1160 Total room load 13590 16090 2959 2760 Air required (cfm) 840 840 183 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsOft' 2018-Jan-23 09:18:51 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 9 okAnastasiaGRN\Loll65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HCAYMS a AIR CGUMMMM ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 It 3 Room height 9.0 ft heat/cool 9.0 it heat/cool 4 Room dimensions 9.0 x 6.0 ft 11.5 x 6.0 ft 5 Room area 54.0 ft2 69.0 ft2 Ty Construction number U-value Btuh/ft2 °F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross N/P/S Heat Cool 6 02o 2.34 0 0 0 0 0_ u,-, a 2A-2ov ONO n 9.62 10 58 0 0 0 0 0 0 -- 0' Os0 W 13A s 0.201 n 0.00 0 0 0 0 0 0 0 0 0 0 0 201 ne 0.00 0.00 0 0 0 0 0 0" 0 0 1 1' VL13A-2ocs0 10Gv 0 340 n6_ 0.00 ' 0.00 0 0 a 0 0'' 12C-Osw 0.091 e 2.58 2.34 81 75 193 176 104 104 267 243 2A-2ov 0.340 e 9.62 30.36 6 0 58 182 0 0 0 0 LGG' 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs;Q.201 e 0 00 0 00 0 0 O 0 0 00 0 2A 2ov 0.340 e 0;00. 0 00 0 0 0 0 0 0 2A 2ou.,xtx, ... 0.340 e ' 0'00 , 0 00 0 0 0 0 3 N.,.. 0! Wi G 2A 2ov" 0.3340 s 9.62 10.77 0 0 0 0 0 0 0 0 61 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) w Occupants @ 230 Appliances/other 0 158 0 0 458 52 0 0 0 458 5:: 46 % 729/ 212 3E 669 91 41 z 0 32 329 330' 202 64 0 0 0 0 0 531 394 0 0 0 0 0 0 531 394 46 % 729/ 245 285 776 679 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2018-Jan-23 09:18:51 Right -Suite@ Universal 2017 1TO 23 RSU24011 Page 10 okAnaslasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet MATH- AM COrNAr MMI ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 ft 7.0 it 3 Room height 9.0 It heat/cool 9.0 ft heat/cool 4 Room dimensions 14.0 x 14.0 ft 9.5 x 5.0 It 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross N/P/S Heat I Cool Gross I N/P/S Heat TC..I 6 12C-Osw 2A 2ov 0 091 0.340 n n ',9.6210.5$15 2.58i 2i34' a126 111 0 286 144 5. 260 159 45 0 45I0 116 0= 105 i0i W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 3A-2 10C-v s', 0 340 ne i 0.00 90'00 0 0 0 a_ 0 0 0 12C-Osw 0.091 e 2.58 2.34 126 111 286 260 18 18 46 42 2A-20v 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 15 0 144 455 0 0 0 0 13A'266s"'0 2A 2ov0 ASO= 2A-2ov .. M- = 201 340 u0.340 s e e 0:00 0 00, 0 00 0 00 0 0 0 0 0 0 O p 0, 0 0, r o r.--.:0-.._ 0 0 o—_ 0 0 0 0 O, 1f/ 12C Osw 0.091 s 2.582. 62: 2.34 00 0O 0 0O 0 0 0 0, 012.0707 13A-2ocs 1 0.2011 w 1 0.001 0.001 01 01 01 01 01 01 01 0 6 c) AED excursion 55 21 Envelope loss/gain 1038 1419 221 217 12 a) Infiltration 491 156 123 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1529 1575 344 256, Less external load 0 0 0 0 Less transfer 0 0 0 0, Redistribution 0 0 0 0 14 Subtotal 1529 1575 344 2561 15 Duct loads 461% 729/ 707 1142 469% 72% 159 186! Total room load 2236 2717 503 441 Air required (cfm) 138 142 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrGghtsoft" Righl-Suite® Universal 2017 17.0.23 RSU24011 2018-Jan-23 OPat e 11 okAnastasiaGRN\Lo1165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N g DEL --AIR Right-M WorksheetDEL-AIR ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 1t 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 13.0 x 11.0 ft 11.5 x 11.0 ft 5 Room area 143.0 ft2 126.5 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (It2) Load number BtutVft2°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-OsW, .. 2A-2ou m `0.091 0.340 n . n, 2:58 9.62 2.34' 1a58 99 1`5 84 0 216 144 197 ast; "159 0 p 0 0 0 pl 0. p W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 yy// 13A 2ocs _ M 00' _ a 0 201 0,3 cne 0 h"6 0 00. 0.00 0 00 0.00 0 0 0 0 0 0 0 0 0 0 s 0 z .. . 0 0 0 F'0' 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a e e 2.58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A 2ocs 2A 2ov 2A 2ov 0 201 0 340 e ea 0 00 0 W 6.6o0:00 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 p'. Vf/ 12C-0sw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B-2Iv 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2A-2omd 13A-2ocs 2A_2ov 0 201 0 580 0`.340 s s •:0 u7s_' 0 00 OOj 0:00 0 00 0 00 0-0.0_ 0 0 0.. 0 0 i 0 0) 0 0 0 0 0 0 0 0 0 0' 0 0 0 0' 0 0 0: W 16A-30ad 0.032 s 0.00 0.00 0 0 0 0 0 01 0 0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 151 Duct loads Total room load Air required (cfm) w Occupants @ 230 Appliances/other 793 8( 421 1: 0 0 1214 9: 0 0 0 1214 9 46 % 729/ 561 67 1775 161 110 E 01 01 392 593 1695 202 64 0 0 0 0 0 794 1759 0 0 0 0 0 0 794 1759 46% 72% 367 1275 1161 3033 72 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofit" Right -Suite@ Universal 2017 17.0.23 RSU24011 2018-Jan-23 Pa09:te.52 AGGA okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 9 DEL -AIR Right-M Worksheet HEATWO• AIR COMnOOENB ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot165ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 ft 3.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 20.5 x 14.5 ft 1.0 x 311.3 ft 5 Room area 297.3 ft2 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool I Gross I N/P/S Heat I Cool Gross N/P/S Heat Cool 12C-Osw 0.091 e 2.58 2.34 0 0 0 0 32 32 81 74 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs-> 0 201 e' 0 00 0 DO 0 — 0iy 0 0 1 0 01 0 2A 2ov -- 0 340 e 0 00 0 00 0 0 0" 0 0 0 0 0 E __.0.340 ,Me., . ,.,m0:00 .,, ., ,0.00.'0 0 0 0 0 02A.2ov _ Vf/ 12C-Osw 0.091 s 2.58 2.34 131 91 233 212 0 0 0 0 11 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft': 2018-Jan-23 09:18:51 acCN Right-SuiteRO Universal 2017 17.0.23 RSU24011 Page 13 okAnastasiaGRN\Loll65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N 4QQEL-AlmDuct System Summary a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: Lott 65ThornbrookAnast... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/ 100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm C 2867 57 128 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 183 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen C 3573 143 159 0.212 7.0 Ox 0 VIFx 18.1 95.0 st1 mstr b1h h 1395 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 187 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 488 21 20 0.194 4.0 Ox0 VIFx 28.6 95.0 SO study h 2531 107 91 0.195 6.0 Ox0 VIFx 27.8 95.0 SO Wit c 939 20 42 0.191 4.0 Ox0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 217 0.148 358 12.0 0 x 0 VinlFlx st1 SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx 1 Wil 11tSOft 2018-Jan-23 09:18:53v - 9 Right -Suite@ Universal 2017 17.0,23 RSU24011 Page 1 CA okAnastasiaGRN\Lot165ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx WPI htsoft' 2o,8-Jan-23 09: age 2gRight-SuileC' Universal 2017 17.0.23 RSU24011 Page 2 ACCA...okAnaslasiaGRN\Lotl65ThornbrookAnastasiaGRN.rup Calc = MJ8 House faces: N Duct System Summary NESTING,- AIR wNoawms ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot165ThornbrookAnast... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/ 100ft 0.202 in/ 100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft e SupplyBranch Deta 1 Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 c 912 41 48 0.318 4.0 Ox 0 VIFx 5.5 70.0 loth 3 h 776 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 fort c 3033 72 158 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 144 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2717 138 142 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 1010 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Supply Trunk Detail`Tab le ` b " « f r y x Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 266 0.202 601 9.0 0 x 0 VinlFlx ReturnBranch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox0 840 840 0 0 0 0 Ox 0 VIFx Wrl htsoft 2o,8-Jan-23 09 18 53 Q Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCA g okAnastasiaGRN\Lo1165ThornbrookAnaslasiaGRN.rup Calc = MJS House faces: N 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lott 65ThornbrookAnastasiaGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 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 any dropped ceiling/soffit the insulation and an gaps in the air barrier shall be sealed. y 9 p 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 spac 3s. 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 ind oiDina andwirin 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 sorinklerwalls a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report (usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v6.0 1/23/2018 9:22:29 AM 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: Lott 65ThornbrookAnastasiaGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C n: Sinole or Multi Point Test Data 0 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)(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: 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. DATE: BUILDING OFFICIAL: DATE: 1/23/2018 9.23 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory)The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 InstallationThe components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch 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. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with 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, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 I MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandator%e energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 1/23/2018 9:22 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS # 10' 11' 31• 53` WINDOW CALL WTS 0 Jb' 0w W3794 i15N 37514 35' Ow W13w i36N 13w 0 51• N5 W31 4 , xw 6w IRSw Sw 5wZ63' 3 lew Inww Jew wwm ' 6OCPEiU FOR ALL mom. WIND 6RE6 Am NSIALLATIG —VARY FtR f{ OFKATIRIS pt1ANz TUFER4 RFER TC RCOR P-" FOR 6ME OF MOW ICFD r5e L 54, OA5F•ET. OS'R, OR FI%ED 6L4 F il TYP. ARCHWAY OO, n. wrt 9.+, uiFv ml,A lemRl , O 4ge uMFum [.b1n G sn @TRAY CEILING SECTION °rW 11 CALI. TOP Trons Per ducts/grilles s!,,d In onPllonce with Plorido Residentlol suadinq code - H16oz.4 D Baded ReturnAlr, ode - Ions .4 Hulltler ust provide unrestricted I inch YO undercut on doors to hnbltoble n, rdur' ... O I III 1v GATHERING ROOM ---- { i DINING IQ LANAI O 14.8185 I I, ram\ z16 rtA J_l s mu® awc r.rseaE I ra' uMr L v ru— — — — 16,16 rag 1_ x. OWNER'S SURE 1 2x12 1 Q a4. I 1es I I I r--- 7 , I 6= D t l btlD I tl\C I I tl\C I L M L_ J L_O J m a •i ueuua6e 42X42 A/C SLAB20 TDN W/5KW 2240V IPH Rom, BY BLDR MIN en 8.10 Pt Plotvo— br a uc 2' FROM WALL s nbed:l/s=ro to wall cap w/ fan Nutone 696RNB tab r lF0 7' kit&— vent to 11 m ... ware bath duct o wall cap fan 11 mnIM u, l c.,,vz < u,.»o RmeIF•eb R1. N,>Y,I, 1 R.,. r•!,:c<er!,ar.,1.L r.:I, M n,.,re nF,,,°'I+Fa,,en,.,+w,IwrF w' fu Ml rrF.vF rWl l@Wrz.r.0 K01 fOK9 ttWG/ h,:FtYIO fNMP.flf i( PUL,G gygT, heNtl1 voc corcuuttN v+v:ee cal „ Y III 4 wn, vtl ts smcwwe r , , # om k'duavd7'YY' un de nrnn e o 4 Inc es nr ovffF t e°RC J"'V1a d h St i9EP °19d, 4Ra, ulebc ITOinEN lvirbDr ac. I e Aaehur.tr I D I rrr 1 7 iJ I I I I 2 GNtiGARAGE 1 II II xP- - 1 O u i an[ I fr I a rx uuu I R s QI 4 L________- PORCHT All duct has an r=6 Insulation value. J O U O h^ dM FLOOR 9TR110 CO c- v O ro oaaf uRlb n,u1 ra ian aia w MUCTURA Q Q Q Q Ksro!Fw w mtiedwlul CO Q Zum O C') Ww\\ o H m M m ti ti j R. w o>aune llara, iqm I J z0 W Y Q ED I —I ED V) Lr-) r Q C 0 I--- z l V 1 V C a -Z ED F— Q z Rating mLIJ ZDO Z W a o S a 6 J,awwca iaa R In 1 J (n Q 0 s 7 G M N U G Co O 4 SL 1L A' pbG S! }W05N SZ60 EH 1M0f.!' sLL aYA Umr SaCK_?Fr R.ali4a9:eY81oR ALL UUlCAtE, a.+tx F YdVFAC111 R MD$O U;6+m/[ O 1 Z RcER TO RfXR P_A* dVS kR SIYLE RUEp}U I } I aA%-PYiGliE glY-EN,CAFTB.T aY1I,aR PIED ma yyr ilYa- s§ G L vD-Or'u. ac BEDROOM•3 I Qoe}rq I _ . ro vvx ramrtanra Q Q Q v j 75 / 75 ]2x6 1 d rag10x6 1wBctl Z m Q Ir y IOx6 Irctl 10.6 I —al 16D i. 6 O 7 N ti9' g25 Iwcd Bullaer will n tl to I c--i y rq & 2_ provitle a/c tluct char¢ % 9' 14x I w w ('r) CDti\ w 6 a i16 < \ 14.2 ag ( M x YY r- 6• lOx6 Iwcd yaw A4. I I qp 5 12x6 Iw45etl 12.12 rag BEDROOM 2 7• - J 6.16 rag T 12-6 IwpEIDRODM 4 r•r-e0. x / e-a c O o 3 jc a-o. 44' 4 4 50Z. 2.0 TON V/5KW 2240V ]PH z 18x10 pplen Transfer ducts/grilles sized In QplCor- by-2 3w bath CluCt compliance with Florida Residential bdBulltling Code - M1602.4 Balanced scale l/8'=1'0' t0 roof Cap Return Alr, exceptions 1-3. Builder Li W/ fan must provide u ,strlct,d 1 inch Y Nutone 696RNB undercut an aoors to habitable O ¢ O raam= o Lr-) o Q- J r \ ova o = Q J ~ ,D L Rating z o >: Ln m w > z 4 z o iii 3 a o m a Must hove a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has on r=6 Insulation value. m —i in Q C r TAYLOR MORRISON ! V.rA'.- THORNBROOKE S.F. ! LOT 165 { HOUSE TYPE: ANASTASIA WITH OPTION: masTeR garH WATER SOFTENER 15T FLOOR AAV v'`` u° KITCHEN I »"{ L'A& o 44 1, a /J. Kknan NAri[p ro r r asrauytsn " y W/M POWDER WATER BATH O G SOFTENER r 00 d~ TAYLOR MORRISON THORNBROOKE S.F. LOT 165 HOUSE TYPE: ANASTASIA WITH OPTION: WATER SOFTENER 2ND FLOOR Y' WA9T'DT01(rRo!'i 2ND FLOOR raI MINAYfn}m 7O THE ii ooR i L©..v BATH 2 h J DESCRIPTION AS FURNISHED: Lot 165, THORNBROOKE' PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, ' Public Records of Seminole County, Florida. RECORD COPY PLOT PLAN FOR/CERTIFIED TO Taylor Morrison of Florida, Inc. 30' UNNAMED PLATTED ROAD FLORIDA LAND & COLONIZATION COMPANY LIMITED W. BEAROALL'S MAP OF ST. JOSEPHS P.6d, PAGE 114) S 00012'21 " E 9 40.00' LOT 164 6L,-7 70R'R .. KW— DATF-34 [M .a Ok to construct single family home with setbacks and impervious shown on plan. area 23 -T 5.00' 10' LANDSCAPE, FENCE ESMT. 19.35, I WALL, 19.35' LOT 165 0 5.00, 15.7' COVERED v PATIO 14.3' 5.00' N PROPOSED RESIDENCE MODEL: ANASTASIA 2 CAR GARAGE RIGHT 00 fop G G1 5.00' ENTRY 5.00' 0 of 21.3' I_ 5.00 16' DRIVE 25.22' 25.20' 10" UTIL. P.l. 47.14'------------------------ ESMT. LOT 166 WALK y' CURB ON LOT AREA CALCULATIONS: LOT = 4,783 SO. FT. N 00'14'55" W (B.B.) LIVING = 1,467 SQ.FT. GARAGE = 455 SQ.FI'. 40.00' ENTRY = 71 SQ.FT. RED% _R O S T / J jE LANAI = 139 BREEZEWAY = N/A SQ.FT. SQ.FT J 1/ L1 J 1 / DRIVEWAY = 403 SQ.FT. A/C PAD = 18 SQ.FT. TRACT I (UTILITY & ACCESS R/W) WALKWAY = 68 SO.FF. IMPERVIOUS= 54.8 2,622 SOD = 2161 SO.FF. SQ.FT. OFF LOT AREA CALCULATIONS F Oe R/W = 440 SO, FT. Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SO. FT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY*` . SIDEWALK = 200 SQ.FT. V- PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY SOD = 130 SO. FT. LOT GRADING TYPE A REAR = 15' TOTALA EAS: PROPOSED F.F. PER PLANS = 24.6' SIDE = 5.0' PROPOSED INFORMATION SHOWN AREAAREA = 5,223 SQ.FT, SIDE CORNER = 10' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO. FT. PROPOSED GRADE PER CONSTRUCTION PLAN + AND OR INSTRUCTIONS PER SIDEWALK = 268 SOFT. CLIE T(NOT FIELD VERIFIED SOD = 2,291 SQ.FT. GR US'Z1VfE_rER-ASCOTT ASS'OCI INC - LAND SURVEYORS. LEGEND - LEGEND 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436P = PLAT PAL. • POINT ON LINE NOTES: F = FIELD TYPE = TYPICAL LP. IRON PIPE P.R.C. - POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. IRON ROD P.C.C. • POINT OF COMPOUND CURVATURE C.K =CONCRETE MONUMENT" RA. • RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 45J-17 FLORIDA ADMINISTR47NE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES SET I.R. = 1/2' IR. r/HLB 4596- N.R.• NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. J. THIS SURVEY WAS PREPARED FROM TITLE INFORU47ION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSREC. RECOVERED W.P. WITNESS POINT P.O.D. = POINT OF BEGINNINGCALL. • CALCULATED OR EASEMEMS THAT AFFECT THIS PROPERTY,. P. O.C. =POINT OF COMMENCEMENT PRri •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE FF, FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NLD • NAIL, L DISK- D.S.LBUILDING SETBACK LINE RIGHT-OF- WAY BA. •BENCHMARK S. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. T B. H. BASE BEARING ESMT. EASEMENTESM7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING IB.B. % DRAIN. DRAINAGE S. ELEVATIONS, !F SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. = UTILITY - 9. CERTIFICATH' OF AUTHORIZATION N6. 4596. CLFC. = CHAIN LINK FENCE WD.FC, = WOOD FENCE C/B = CONCRETE BLOCK P.C. POINT OF CURVATURE SCALE --- 1• 20' RAWN BY., P.T. + POINT OF TANGENCY DESC, - DESCRIPTION CERTIFIED BY: DATE - ORDER No. L a ARCIUS LENGTH PLOTPLAN 01-22-2018 427-18 D = DELTA C v CHORD C.H. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES-. NOT LIE WITHIN ---- -----= ---y .._--- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" TO GRUS[N EVER, R.L.S. # 4714 ZONE X MAP ! 12117C 0055 F. JAMES W. SCOTT, R.L.S # 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA` 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD, FLSTRADAN 877-906-1-1.11313 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDERI TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 15572 '2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100%. 2.5 5040 10000 6500 0 3 5280 100006500 0 Square feet living area 1 25851 3 volt/amps 7755 3.5 6168 8000 5200, 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 . ' Laundry Circuit 1 1500. 5 8160 • 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 10 KW SETUP 0 Range 1 8000 4.308333 AC EP1 35.5 12 2.958333 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD 34355 FIRST 10KVA@100% 10,000 REMAINDER @ 40 % 9742 LARGEST LOAD 15572 TOTAL LOAD F 35.3174V.A./ 240VOLTS= 1 147 SIZE RECOMMENDED 1 200 I MINIMUM PER I150 SERVICE SIZE: NEC TON . QTY KW 1. 5 2990 5000 3250 0 2 1 4032. 5000 3250 7282 2. 5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3. 5 6168 5000 3250 0 4 6888 5000 3250 0 5 5- KW SETUP.',15572 8160 5000 3250 0 SPOOL PREWIRESt ' AMPS0 s. 0. 0 Z,100 T,2404 1 1% Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. I ENGINEERING PACKAGE Builder: TAYLOR MORRISON Project: 9A6/9A7 THORNBROOK E c o Address: JobNumber: N333522 0 co M rn Revision Date: .4 Alm New Load #: RA01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 STRONGBACK BRIDGING GUIDELINES FOR ROOF TRUSSES THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Strongback Bridging Guidelines for Roof Trusses Strongback bridging for roof trusses is not a requirement of ANSI-TPI 1.2002 but it is a strongly recommended guideline by Carpenter Contractors of America. It serves the following two functions: 1) Bridging aligns the bottom chords after they are set so they are uniform along the ceiling line. This, in turn helps minimize wavy ceilings' after the installation of drywall. 2) Bridging helps 'planing -out' the transitional or relative deflection of adjacent trusses due to an offset in spans. In either case, Strongback bridging should not be attached to adjacent trusses that need to be jacked into place more than IH inch. Strongback bridging in roof trusses does not serve as temporary or permanent bracing and is not intended to help distribute or share design loads between trusses. Consequently, no design loads have been accounted for with this detail and continuous Strongback bridging should not be attached between common and girder trusses that have more than '14 inch differential deflection. STRONGBACKS SHOULD BE ATTACHED TO WALLS AT THEIR OUTER ENDS OR RESTRAINED BY OTHER MEANS. STRONGBACKS SHALL BE A MININMUM OF 2X6, AND SHALL BE ATTACHED WITH A MINIMUM OF THREE 16d COMMON OR (3) 0.131 X 3' GUN NAILS TO A 2X4 VERTICAL WEB MEMBER The graphic shown on this detail is for generic illustrative purposes only. The exact location of Strongback bridging will be specified by Carpenter Contractors of America. The use of Strongback bridging shall in no way interfere with any other design considerations specified by the Engineer of Record or Building Designer. The nailing requirements shown are consistent with ANSI/TPI 1.2002 for strongback bridging. N.T.S -Not To Scale) 6hs0oybacBp®etBidsDet55$18--6S688REPA1 E AR) Design Crit: TPI-2002(STD)/FBC PLT TYP. Wave C RT=1.00 ].2.5 10 0 7,31.11 I'TY:I FL 1 E - ALPINE 17W Building Comportents OFDup Inc. Haines City, FL 33844 FL COA NO 278 RRWARNINGAR TRUSSES REO'JIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. WAR TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 2IB NORTH LEE STREET. SUITE 312. ALEXANDRIA, %A, 22314) AND NTCA (HOOD TRUSS COUNCIL OF AMERICA, 6I00 EHTE.P0.15E LANE, HAOFSOH, NI 6I11B) FO0. SAFETY PRACTICES PNf" TO PERFORMING THESE -FUNCTIONS. UNLF OTHERWISE INDICATED TOP CMORO SHALL NAVE PROPERLY ATTACHED ST-CTUML PAN ELB AND BOTTOM CHORD SMALL N E A PROPERLY ATTACHED RIGID CEILING. IMPORTANT—F—SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ]T'W BEG. INC. SMALL HOT IFI0.CSPO` 9p DATING•NHANOLIMG`OSNIPPINGMIINSiALLINB BYB0.ACIN4F0fOT0.US3Ei?HE TRD33 IM DOMFDRM MDE KITH 0 ES1GN CONFORMS WITN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBDA) AND TPI. ITN BCD CCNNEROR PLATES ARE MADE OF 20/IB/161A (N,N/SS/R) AS TM AIII GRADE 1O/60 (N. N/N,311 GAL%. STEEL. APDLY PLATES TO EA. FACE OF TRUSS AND. UNLESS OTHE0.NISE LOCATED ON THIS DESIGN, ODSITI4N PE0. DRAWINGS 16QA-z. ANY INSPCCTION OF DLATES FOLLOWED BY (,) SMALL IC PC0. AUNEX A] OF TPiI.2002 SIC.I. A SEAL ON THIS DRAWInG INDICATES ACCEPTANCE OF IRGFESS[ONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT D ES iGN SHDNN. THE SUIT AS IL [TY AN O USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF TIE BUILDING DESIGNER DFR.NsI/TPI ] sEc.:. 1 0 N N V NO. B22Tz '' Q STATE OF Y ''• R;'•'eC0 s ' "'•••"" G Jul X ! T C L L P S F TC D L P S F BC DL PSF BC ILL P S F TOT . L D P S F R E F R 0 8 1- 48357 DATE 0 7 / 2 8 / 0 9 DRW HCUSR087 09209398 H C E N G OR/DR AR 3 6 D U R . F A C . FROM SPACING JREF ITTQ081_Z18 Yee Tom: ..— _..-.. its HU and HUC products are heavy duty face mount joist hangers made from 14 gauge . I;. galvanized steel. The HUC is a concealed flange version of the HU. Concealed flange hangers have the header flanges turned in. HU is available with header flanges concealed, provided the W dimension is 26/fi or greater, at 100% of the table load. Specify HUC. HU is available with one header flange concealed when the W dimension is less than 2%' at 100% of the table load. For allowable loads on HU products not listed in the table request technical bulletin T-HUHUCTTN (seepage 231 for details). MATERIAL: 14 gauge FINISH: Galvanized, ZMAX" and stainless steel available INSTALLATION: - These hangers are attached to grouted CMU walls using %; x2'/.' hex head Simpson Strong -Tie® Titen® screws or for concrete walls using 1/1'x1'/a' hex head Titen screws. Titen screws are not provided. Drill the Yi6' diameter hole to the specified embedment depth plus'/z'. Alternatively, drill the 3/,s diameter hole to the specified embedment depth and blow it clean using compressed air. Caution: Oversized holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. The hangers should be installed such that a minimum end and edge distance of 11h' is maintained. Provide moisture barrier between beam and wall per jurisdictional requirements. CODES: See page 13 for Code Reference Key Chart. I„;SIMPSON HUC410 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strono-Te for details. Model Dimensions Fasteners Allowable Loads(DF/SP) No. HU26 w 1Y;6 H 3'/16 B 2'/. CMU 4-Y.x2%Titen Concrete 4-'/xl%Titen Joist 2-10dx1'A UpliftR29Ann Code Bet. 160) 290 HU286 1 16 5'/. 2'/. 6-'/.x2%Titen 6 %x1'/,Titen 4-10dx1'f 575HU2101Y57% 2'/ 8-'/,x2Y.Titen 8-'/.x1'/.Titen 4-10dx134. 575 HU46 3%53/,6 2Yz 12 Yx21i Titen 12 Yx1'/ Titen 6-10d 1085 3950 HU26-2 3'/ 5% 21A 12-'/.x2Y; Titen 12-''/.xi'/. Titen 6-10d 1085 3950 HU48 31,6 6'116 2'% 14-'/.x2Y4Titen 14-%xl%Titen 6-10d 1085 4350 170 HU28 2 3% 7 2%z 14 '/.x2'/. Titen 14 %x1'/. Titen 610d 1085 4350 HU410 3% 8%s 2'/ 18 %x2y.Titen 18''/x1yTiten 1010d 1 110 5 885 HU210-2 3A 81346 2% 18-'/,x2%Titen 18-1/xlY4Titen 10-10d 1810, 5085 HSUR/1_26-2 3% 4'16 2%6 12''/,x2laTiten 12 Y.x1;Titen 416dx2 4 815 26256 1. upon luaus nave Men mcreasea Tor wind or earthquake loading with no further increase is allowed. Reduce when: other loads govem. 2. Minimum concrete strength f'c shall be 2500 psi. CMU shall have a minimum grout strength of 2500 psi with standard ASTM C90 units and type N or S mortar. 3. The HU28 can be ordered skewed 45' and achieve the same loads. 4. See page 159 for Titen screw information. Use stainless -steel TiterrO screws and products in exposed applications. Tabulated loads apply to stainless -steel applications. 5. Noted loads for the HSUR/L shall be 0.8 the table loads for concrete applications. 6. Table allowable loads were determined using tested lowest ultimate/3 or fastener calculation values. 7. NAILS: 16dx2%a = 0.162' dia. x 2Y2' long, 10d = 0.148' dia. x 3' long, 10dx1'/ = 0A48' dia. x 1'/' long. See page 22-23 for other nail sizes and information. 1'%' rhi min. w ' e r HU410 Installed on Masonry Block Sidewall HUC410 Installed on Masonry Block End Wall HSUR/L26-2 Installed on Masonry Block Sidewall P/afed Truss Cannel Alternate Allowable Loads ('/2" Maximum Hanger Gap) S1 SON! Ir StrongTie Model Min. Heel DimensionsEMembeir ers DF/SPAllowableLoads SPF/HFAllowable Loads No. Height W H g Carried Uplift Floor Snow Roof Wind Uplitt Floor Wind Cade Rel. Member 160) 100) 115) 125) 160) 160) ERof1005) 160) SINGLE 2x SIZES HTU266 3% 1% 5z/,6 3'h 20-16d 11-10dx1'h 670 2735 2735 2735 2735 575 1725 1725 1725 1725HTU26 (Min) 3%13a 5'/,6 3 4 2016d 1410dx1'h 1175 2940 3100 3100 3100 1010 1955 1955 1955 1955HTU26(Max) 5'h 1% 5Y% 3'h 20-16d 2010dx1'h 1215 2940 3340 3600 3760 1045 2370 2370 23702370HTU28(Min) 3% 1% 7'/,s 3'h 26-16d 1410dx1'h 1125 3770 3770 3770 3770 970 2825 2825 2825 17 2825 L17, HTU28(Max) 7'/a 1% 71A6 3 4 26-16d 26 10dx1'h 1920 3820 4340 4680 5015 1695 3285 3730 3765 3765 F22 HTU210(Min) 3% i 9',& 3'h 3216d 14-10dx1'h 1250 3600 3600 3600. 3600 1075 2700 2700 2700 2700HTU210(Max) 9'/. 1% 9'/6 3'h 32i6d 32-10dx1'h 1 3255 1 4705 1 5020 5020 5020 2800 3765 3765 3765 3765 DOUBLE 2x SIZES HTU26-2 (Min) 36/6 5% 3'h 20-16d 14-10d 1515 2940 3340 3500 3500 13 55 2205 2205 2205 2205HTU262 (Max) 36/,6 5%6 3'h 20-16d 20-10d 1910 2940 3340 3500 3500 1645 2 005 2205 2205 2205HTU28-2 (Min) E3% 36/6 7'/,6 3% 26-16d 14-10d 1490 3820 3980 3980 3980 1280 2985 2985 2985 2985 17, HTU28 2(Max) 336 7Y,6 3fz 26-16d 26-10tl 3035 3820 4340 4680 5555 2610 3285 3730 4025 4165L17, HTU210 2 (Min) 35/e 9'/s 3'4 3216d 1410d 1755 4255 4255 4255 4255 1510 3190 3190 3190 3190 F22 HTU210-2 (Max) Cnn t hln f--e.............. 9'/, 3Y16 9'/,e 3'fi 32-16d 32-10d 3855 4705. 5345 5760 6470 3315 4045 4595 4855 4855 HGUQ hangers provide similar capacities as HGUS double shear hangers, but they use Simpson Strong-Tie09 Strong -Drive® SDS screws instead of nails for faster and easier installation. In addition, the SDS screws help transfer the load between the plies of the supporting girder when they penetrate all plies. MATERIAL: 12 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. Simpson Strong -Tie Strong -Drive SDS screws supplied. Not designed for welded or nailer applications. The thickness of the supporting girder must be equal to or greater than the screw length: For applications where the length of the supplied screws exceeds the thickness of the supporting girder, 3' or 4'/z' screws may be substituted for the longer length screws with no load reduction, or a shim block may used as approved by the Designer. OPTIONS: These harigers cannot be modified. CODES: See page 13 for Code Reference Key Chart. HGUQ28 2 e Dimensions SDS Fasteners OF/SPAllowable Loads SPF/HFAllowable Loads Membeg,Carried Uplift' 160) Floor Sno RoofWjnd 10D) (115 Uplift' 160) Floor 100) Snow 115) Roaf 125) Wind 160) RefeMember DOUBLE 2x SIZESaHGUQ210-2-SDS3j12 3M6 3M6 3;6 57,,6 73,6 91,6 4 4 4 12)'/,'xT 20)'/;x3' 28)'/ z3" 4)'/, z3' 6) %; x3' 8) %,"x3" 1635 2565 3440 5040 7330 7415 5565 7330 7415 5565 7330 7415 _ 5565 7330. 7415 1175 1845 2475 3630 5280 5340 4005 5280 5340 4005 5280 5340 4005 5280 5340 F22 TRIPLE 2x SIZES HGU026-3-SDS4.5 12 41% 1 5/z 1 4 12)'/,"x4'/z' 4) Y,"x4Ys' 1635 5165 5165 5165 1175 3630 3720 3720 3720 HGUQ28 3 SDS4.5 12 4'1 6 T/ 4 20)'/,`x4'/z" 6)'/,"x4Yz" 2565 5040 400 9175 9175 9175 1845 6050 6605 6605 6605 F22 HGU0210-3-SDS4.5 12 41% 9'/ 4 28)'/; x4l 8) %,z4'/i 3440 745 9745 9745 9745 2475 7015 7015 7015 7015 QUADRUPLE 2XSIZES HGUQ26-4-SDS6 12 6% 4) 0 5165 5165 5165 1710 3630 3720 3720 3720 HGU028-4-SDS6 12 6`s;6 451% 4 2)'x6' z6" 6) l 0 8860 8860- 8860 2890 6050 6380 6380 6380 F22 HGUQ210 4 SDS6 12 66/6 x6' 8)'60 10260 10260 10260 3000 7385 7385 7385 7385 4x SIZES ` HGU046-SDS3 12 3% 4% 4 12)Y'x3' 4)'/'x3' 1635 5040 5165 5165 5165 1175 3630 3720 3720 3720 HGU048-SDS3 12 3Y6 6'/ 4 20)'/ x3' 6) Ya'xT 2565 7330 7330 7330 7330 1845 5280 5280 5280 5280 F22 HGU0410-SDS3 12 36/6 8'/e 4 28)'/'xT 8)'/,"x3' 3440 7415 7415 7415 7415 2475 5340, 5340 5340 5340 c iuiqu AV wduing wnn nu further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2007. Simpson Strong -Tie'= Connector Selector" Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 4. Simpson Strong -Tie Strong -Drive screws are permitted to be installed through metal truss plates as approved -by the Truss'D'esigner, provided the requirements of ANSI%TPI 1-2007 Sections 7.5.3.4 and 8.9.2 are met (pre -drilling required through the plate using a maximum of %n' bit). 0. bub screws that penetrate all plies of the supporting girder (screws must penetrate a minimum of 1' into the last truss ply) may also be used to transfer the load through all the plies of the supporting girder. When SDS screws do not penetrate all plies of the supporting girder truss, supplemental SDS screws at the hanger locations may be required to transfer the load to the truss plies not penetrated by the face fasteners, as determined by the Designer. 6. The supporting girder truss must have adequate thickness to accommodate the screw length so that the screw does not protrude out the back of the girder 3" or-4W tong SDS screws'- may be substituted for the longer SDS screws with no load reduction. 7. For installations to LSL, use the DF/SP table loads. 137 I , - The HTU face mount truss hangers have nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e'. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/z' max. to allow for greater construction tolerances (maximum gap for standard allowable loads is W perASTM D1761 and D7147). MATERIAL: 16 gauge FINISH: Galvanized INSTALLATION: Use all specified fasteners. See General Notes. Can be installed filling round holes only, or filling round and triangle holes for maximum values. See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity. OPTIONS: • See Hanger Options on pages 216-217 for skew options. CODES: See page 13 for Code Reference Key Chart. standard Allnwahle Loads Na" Maximum Hanuer Gap) HTU26 Min He Per carrying member HTU Installation for Standard Allowable Loads For %' maximum gap, use Alternate Allowable Loads.) SIMPSON ftvng6 Alternate Installation — HTU28 installed on 2x6 carrying member HTU210 similar) Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Code Model No. Heel Height W H g Carrying Member Carried Member Uplift. 160) Floor 100) Snow 115) Roof 125) Wind. 160) Uplift 160) Floor 100) Snow 115) Roof 125) Wind 160) Ref. SINGLE 2x SIZES HTU26 3'h 15/e 5% 14 20-16d 11-10dxllh 730 2940 3045 3045 630 1920 1920 1920 1920 HTU26 (Min) 3% 1% 57/e 3'h 20-16d 14-10dx1'/ 1250 . 2940 3200 3200 1075 2015 2015 2015 2015 HTU26 (Max) 5'h 114 5Me 3'/ 20-16d 20-10dx134 1555 2940 3340 V4680 4010 1335 2530 2870 3095 3450 17 HTU28(Min) 31A 1% 7'/6 3'h 2616d 1410dx1'/ 1235 3820 3895 3895 1060 2920 2920 2920 2920 L17, F22 HTU28(Max) 7'/ 1% 7'%6 3'h 26-16d 26-10dx1'h 2140 3820 4340 5435 1840 3285 3730 4025 4675 HTU210 (Min) 3% 11A 91/6 3'h 32-16d 14-10dx1'h 1330 .. 4355 4355 4355 4355 1 1145 3265 3265 3265 3265 HTU210 (Max) 9Y, 1% 91/6 3'h 32-16d 32-10dx1'h 3315 47D5 5345 5760 5995 2850 4045 4595 4955 5155 DOUBLE 2x SIZES HTU26-2 (Min) 37h 36 57/6 3'h 20-i6d 14-10d 1515 2940 3340 3600 3910 1305 2465 2465 2465 2465 HTU26-2(Max) 5'/ 36 57/6 3'/ 20-16d 20-10d 2175: 2940 3340 3600 4485. 1870 2530 2870 3095 3855 11HTU28-2 (Min) 37A 3V16 7'/6 31h 26-16d 14-10d 1530 3820 4310 4310 4310 1315 3235 3235 3235 3235 L17, HTU28-2(Max) 7'/a 3Y,6 7'/6 3'h 26-16d 26-10d 3485 3820 4340 4680 5850 2995 3285 3730 4025 0D F22 HTU210-2(Min) 3% Vs 9'/6 3'h 32-16d 14-10d 1755 4705 4815 4815 4815 : 1510 3610 3610 36103610 613610 HTU210-2 (Max) 9Y. 3i6 9'/6 3'h 32-16d 32-10d 4110 4705 5345 5760 7200 3535 4045 4595 4955 6190 1. The maximum hanger gap is measured between the joist (or truss) end and ANSI/]PI 1-2uur. Simpson Strong-i ie-, uonnec,or aeiecwi awiweie ins u the carrying member. the evaluation of cross -grain tension in its hanger allowable loads. For additional 2. Minimum heel heights required for full table loads are based on a minimum 2/12 pitch. information: contact Simpson Strong -Tie. 3. Uplift has been increased for wind or earthquake loading with no further increase 7. Loads shown are based on a minimum 2-ply 2x carrying member. For single allowed; reduce where other loads govern. 2x carrying members, use N10 (10dx1'/i) nails into the header and reduce the 4. Wind (160) is a download rating. allowable download to 0.70 of the table value. The allowable uplift is 100% of 5. For hanger gaps between'/e' and'h' use the Alternate Allowable Loads. the table load. 6. Truss chord cross -grain tension may limit allowable loads in accordance with 8. NAILS: 16d = 0.162' dia. x 3'/' long, 10d = 0.148' dia. x 3' long, 10dx1'fe = 0.148' dia. x 1'/z' long. See page 22-23 for other nail sizes and information. Alternate Installatinn Table for 2x4 and 2x6 Carrvino Member Min. Minimum Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Code Model No. HeeliftHCarryingCarried. ill61U) Floor Snow Root Wind Uplift Floor Snow 160) Ref. fight Membearryingr Member Member 100) 115) 125) 160)V79 100) 115) 125) HTU26 (Min) 3% 2-2x4 10-16d 14-10dx1'h 925 1470 1670 1800 2040 1265 1435 1550 1755 HTU26(Max) 5'/ 2-2x4 10-16d 20-1odx1'h 1310 1470 1670 1800 2260 1265 1435 1550 1935 17, L17, HTU28(Max) 7'/, 2-2x6 20-16d 26-10dx1'h 1970 2940 3340 3600 3905 2530 2870 3095 3360 F22 HTU210 (Max) 9'/, 2-2x6 20-16d 32-10dx1'/ 2760 2940 3340 3600 3905 2375 2530 2870 1 3095 3360 1. See table above for dimensions and additional footnotes. 4. NAILS: 16d = 0.162' dia. x 31/27 long, luaxi 7z = u.i4u ma. x i rz wig. 2. Maximum hanger gap forftie alternate installation is'/'.. - - Seepage 22 23.for.othernailsize's:and:infoimatidn:.. 3. Wind (160) is a download rating. 136 These products are available with additional corrosion protection. Additional products onthispagemayalsobeavailablewiththisoption, check with Simpson Strong -Tie for details. SIMPSON StrongT'ie Or These products are approved for installation with the Strong -Drive SDStructural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable LoadsModel Heel GaNo. Hei ht W H B Carrying Carried Uplift' Floor. Snow U FloRoofWindlift' or Snow Roof Wind Codeg Member Member (160) (100) (115) (125) (160) (160) (100) (115j (125) (160) Rei. DOUBLE 2x SIZES LUS24-2 2'A 18 3'% 3% 2 4-16d 2-16d 440 Boo 910 985 1250 380 680 780 845 1070 ® LUS26-2 06 18 3'1A 47Ae 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17,F6,L17 HHUS26-2 46/,6 14 3Y,e 5% 3 14-16d 6-16d 1550 2785 3155 . 3405 4265, 1335 2390 2710 P925 3665HGUS26-2 4% 12 33;6 57% 4 20-16d 8-16d 2155 435 1 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, F23 LU528 2 4a/6 18 3'/e 7 2 6-16d 4-16d 1165 .1315 1500 1625 2060 1000 1 1125 1285 1390 1765HHUS2826% 716 14 33 6 7Y, 3 22 l6d 816d 2000 4210 4770 5140 644U 1720 3615 4095 4415 5375 17, F6, L17 HGUS28 2 6i 6 12 33 6 717i6 4 36-16d 12-16d 3235 7460 7460 7460 74602785 6415 6415 6415 6415 17, L17, F23 LUS21026i6183Y6928-16d 6-16d 1145 1$30 2090 . 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8yA 14 3%6 87/6 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210-2 83;6 12 3616 9YT6 4 46-16d 16-16d 4095 9100 9100 .9100 9100 3525 7465 7730 7825 7825 17, L17' F23 TRIPLE 2x SIZES HGUS26- 3 !t% 12 41i;6 5% 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 6' 6 12 4' 6 7'/ 4 3616d 12-16d 3235 1460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-3 89/,6 12 415/6 9% 4 4616d 16-16d 409.5 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-3 10. 12 4' 6 103. 4 5616d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 415/6 12'/ 4 6616d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26- 4 5'h 12 6'/,6 5 46 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS284T/, 12 6%6 73a 4 33-16d 12-16d 3235 7460 7460 1460 7460 2785 6415 6415 6415 6415 HGUS21049'/ 12 6a/e 93a 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 HGUS212-4 107a 12 6W,6 105/e 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 12% 12 16 126/ 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 3% 4% 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 i 1010 1090 1385 17,F6,L17 HGUS464% 12 3ie 47A6 4 20-i6d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HHUS4646/6 14 3%5e 3 14 16d 6i6d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 17, L17,F23 LUS48 4% 18 3a/6 SY,, 2 6-16d 4-16d 1165 .1315 1500 1625 2060 1000 1125 1285 1390 1765 HUS486'a 14 3a/6 7 2 6-16d 6-16d 1550 . 1595 1815 1960 2470 1550 1365 1555 1680 2115 17, F6,L17 HHUS48 6h 14 33. 7% 3 22-16d 8-16d 2000 4215 4770. 5150 6440 1720 3615 4095 4415 5535 HGUS486% 12 36/ 7'/,6 4 36-16d 12-16d 3235 7460 7460 7460 746n 12785 6415 6415 6415 6415 17, L17, F23 LUS410 6'/, 18 33;6 8Yi -2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS4108% 14 33/a 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F6,L17 . HGU5410 87/6 12 3% 9:i6 4 46-16d 16 16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 HGUS412107/,6 12 3% 10%6 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS414117/,6 12 3% 12% 4 66-16d 22 16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 17, L17 1. Uplift loads have been increased 60% for wind or earthquake loading with no further ANSI/TPI 1-2007. Simpson Strong -Tie` Connector Selector' Software includes increaseallowed. For normal loading applications such as cantilever construction - the evaluation of cross -grain tension in its hanger allowable loads. For additional refertoSimpsonStrong -Tie® Connector Selector 'software or conservatively information, contact Simpson Strong -Tie. dividetheupliftloadby1.6. 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying 2. Wind (160) is a download rating. members, use 16dx2h' nails into the header and 16d commons into the joist with no 3. Minimum heel height shown is required to achieve full table loads. For less than load reduction. With single 2x carrying members, use 10dx1 %2' nails into the header minimumheelheight, see technical bulletin T-REDHEEL (see page 232 for details). . and 10d commons into the joist, and reduce the load to 0.64 of the table value. 4. Truss chord cross -grain tension may limit allowable loads in accordance with 6. NAILS: 16d = 0.162" dia. x 3'h' long. See page 22-23 for other nail saes and information. 135 y FiREp/ This product is preferable to similar connectors because of w a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. All hangers in this series have double shear nailing — an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or nailer applications. OPTIONS: • LUS and MUS hangers cannot be modified. HUS hangers available with the header flanges turned in for 2-2x (3%*) and 4x only, with no load reduction. See HUSC Concealed Flange illustration. Concealed flanges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skewed HHUS models. Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 13 for Code Reference Key Chart. y ®These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Te for details. c3 C pr These products are approved for installation with the Strong -Drive SDZZStructural -Connector screw. See page 27 for more information. 1. See table on page 135 for allowable loads. V for 2's l'A- for4Xs C. O H tl c O w B LUS28 HHUS210-2 Truss Designer to provide fastener quantity for connecting multiple members together) ry " 6MUS28 4SIMPSONwe Stron Tie f 6 C c. c o Z HUS210 HUS26, HUS28, and HHUS similar) E s a Q HUSC Concealed Flanges not available for HHUS, HGUS and HUS2x) Typical HUS26 with Reduced Heel Height I Double Shear i Dome Double Shear Double Nailing Nailing Side View Shear i Side View (available on Nailing Da not some models) Top View I bend tab U.S. Patent 5,603,580_ Nme- For dimensions and fastener information, see table above. See table footnotes on page 135. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. CODES: See page 13 for Code Reference Key Chart. Actual Joist SiZe Model No. GaTHB Dimensions Min/ Max Fasteners Allowable Loads Code Ref. W Face Joist DF/SP.Species Header SPF/HF Species Header Uplift 160) Floor 100) Snow 115) Roof 125) Floor 100) Snow 115) Roof 125) 1%x5'r4 HU1.81/5 14 11%s 5% 2'h Min 1216d 410dx1'h 610 1785 2015 2165 1540 1735 1865 19,L12,F8 1'%6 5% 2'h Max 16-16d 6-10dx1'h 9115 2380 2685 2890 2050 2315 2490 11. x 7% HU7 14 1'%6 6"%6 2'/2 Min 1216d 410dx1'h 610 1785 2015 2165 1540 1735 1865 19, F8, L12 1'%6 6"/,6 2'h Max 16-16d 8-10dxl% 1515 2380 2685 2890 2050 2315 2490 HUS1.81/10 16 1'%s 8% 3 30-16d 10-16d 3000 5135 5295 5400 4705 5105 5195 19, F23 1 Y4 x 9'h HU9 14 1'%6 9516 2Ye Min 18-16d 6-10dxl % 915 2680 3020 3250 2305 2605 2800 19, F8, L121'%6 9%6 2'/2 Max 24 i6d 10-10dx1'h 1895 3570 4030 4335 3075 34 00 3735 4UCQ1.81/9-SDS 1'3/la 9 3 8-SDS'/o'x1'/44 4-SDS%6xlW 1505 12000 2300 1 2500 1440 1655 1800 HUS1.81/10 16 1"/s BY,3 3016d 10-16d 3000 5135 5295 5400 4705 5105 5195 19,F23 1% x 11'/, -11% HU11 14 1'%6 11 MG 2'/z Min 22-16d 6-10dx1'f 915 3275 3695 3970 2820 3180 3425 19,L12,F81'%6 11 'As 2'/2 Max 30-16d 10-lOdx1 Yz 1895 4465 4705 4810 3845 4340 4600 HUCQ1.81/11-SDS 1'Yi6 11 3 10-SDS'/,'xlYV 4-SDS1Wx1 W 1505 2500 2875 3125 1800 2070 2250 HUS1.81/10 16 1$16 8% 3 30-16d 10-16d 3000 5135 5295 5400 4705 5105 5195 19, F23 U14 1'%6 10Y, 2 14-16d 6-10dxllh 1110 2015 2285 2465 1735 1965 2120 1%x 14 HU14 14 19/16 13"/6 2'% Min 28-16d 8-10dx1'h 1515 4165 4420 4505 3590 4050 4335 19, F8, L12 1'%6 13"/6 2Y2 Max 36-16d 14-1Odx1'h 2015 5055 5275 5420 4615 5000 5130 41UCQ1.81/11-SDS 1'%s 11 3 10-SDS''%'x1'/' 4-SDS'/.'x1Y:' 1505 2500 2875 3125 1800 2070 2250 19• F23 3h x 7'/, HU48/HUC48 14 3%6 6%s 2'1/2 Min 10-16d 4-10d 760 1 1490 1680 1805 1280 1445 1555 19 L17, F6 3%6 6'%6 2'h Max 14-16d 6-10d 1135 2085 2350 2530 1795 2025 2180 HUS48 3%6 61Y,,6 2 6-16d 6-16d 1550 1595 1815 1960 1365 1555 1680 19, F8, L12 HGUS46 12 3Y. 4'/,s 4 20-16d 8-16d 2155 4360 4885 5230 3750 4200 4500 19. F23 HHUS48 14 3% 7'% 3 22-16d 8-16d 2000 4210 4770 5140 3615 4095 4415 19, F8, L12 HGUS48 12 3% 7Y,6 4 36-16d 12-16d 3235 7460 7460 7460 6415 6415 6415 19. F23 U410 16 3%s 8% 2 14-16d 6-10d 1110 2015 2285 2465 1735 1965 2120 3'hx 1 9'A-9'A HUS410 14 3%6 81%6 2 8-16d 8-16d 2990 2125 2420 2615 1 1820 2070 2240 19, F8, L12HU410/HUC410 3%6 8% 2'/2 Min 14-16d 6-10d 1135 2085 2350 2530 1 1795 2025 2180 3%6 81A 2'h Max 18-16d 10-10d 1895 2680 3020 3250 2305 2605 2800 HHUS410 3% 9 3 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ410-SDS 3%6 9 3 12-SOS'/.'x2Y' 6-SOS Y; x2'h' 2510 4680 4955 4955 3370 3570 3570 HGUS48 12 3% 7'%s 4 36-16d 12-16d 3235 7460 7460 7460 6415 6415 6415 19, F23 HGUS410 3% 9'/,6 4 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 U410 16 3%6 8'/6 2 14-16d 6-10d 1110 2015 2285 1 2465 1735 1965 2120 3'/2 11'/-11% HUS412 14 3%6 10i4 2 10-16d 10-16d 3635 2660 3025 3265, 2275 2590 2795 19,F8,L12HU412/HUC412 3%6 10%s 2'h Min 16-16d 6-10d 1135 2380 2685 2890 2050 2315 2490 3%10%s 2Y2 Max 22-16d 10-10d 1895 3275 3695 3970 2820 3180 3425 HHUS410 31/6 9 3 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUC0412-SDS 3%6 11 3 14-SDS'/; x2W 6-SDS'/.'x2'h' 2510 5460 5560 5560 3930 4000 4000 HGUS48 12 3% 7'/s 4 36-16d 12-16d 3235 7460 7460 7460 6415 6415 6415 19, F23HGUS4103% 9'/,6 4 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 HGUS412 3% 10% 4 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 U414 16 3%6 10 2 16-16d 6-10d 1110 2305 2615 2820 1980 2245 2425 3'h x14 HU416/HUC416 14 3%6 13% 2%2 Min 20-16d 8-10d 1515 2975 3360 3610 2565 2895 3110 19, F8, L123%6 13% 2'/2 Max 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 HHUS410 3% 9 s 3 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS410 12 35/6 9 4 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23HGUS4143% 12% 4 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 HUCQ412-SDS 14 3%6 11 3 14-SDS Wx2'h' 6-SDS'/e'x2'h' 2510 5460 5560 5560 3930 4000 4000 HU416/HUC416 14 31/j6 13% 2'h Min 20-16d 8-10d 1515 2975 3360 3610 2565 1 2895 3110 19, F8, L12 3%s 135/a 2'1/i Max 26-16d 12-10d 2015 3870 4365 4695 3830 3760 4045 3'h x16 HGUS410 12 3% 9A6 4 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23 HGUS412 3% 102% 4 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 HGUS414 3% 12% 4 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 HUCQ412-SDS 1141 3%6 1 11 1 3 14 SDS'/i x2Yz' 6 SDS'/'x2'h' 2510 5460 1556015560 3930 4000 4000 1. Uplift loads based on DF/SP lumber and have been increased for wind or 4. MIN nailing quantity and load values —fill all round holes; earthquake loading with no further increase allowed. Reduce where other loads MAX nailing quantity and load values —fill all round and triangle holes. govern. For SPF/HF, use 0.86 x OF/SP Uplift Load for products requiring nails 5. Hangers sorted in order of recommended selection for best overall and 0.72 x DF/SP Uplift Load for products requiring screws. performance and, installation -value., 2. 10d commons or 16d sinkers may be used instead of the specified 16d aY 6.'Allowa6li downloads are based on a foist bearing capacity of 750 psi. 0.84 of the table load value. 7. NAILS: 16d = 0.162' dia. x 3'/i long, 10d = 0.148' dia. x 3' long, 3. 16d sinkers may be used instead of the specified 10d commons with no load reduction. 10dxl Y2 = 0.148' dia. x 1W long. See page 22-23 for other nail sizes and information. 105 Solid Sawn Joist Hangers 2 0% This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, Z1. or a combination of these features. The THA series' extra long straps allow full code nailing and canbefield -formed to give top flange hanger convenience. Designed for 4x2 floor trusses and 4x beams, the THAR/1_422 has a standard skew of 45°. Straps must be bent for top flange hanger installation. PAN nailinghelpseliminatesplittingof4x2trussbottomchords. MATERIAL: See table FINISH: Galvanized. Some products available inZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. The following installation methods may be used: Top Flange Installation —The straps must be field formed over the header — see table for minimum top flange requirements. Install topandfacenailsaccordingtothetable. Top nails shall not be within '/,' from the edge of the top flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and intotheheader. For all other top flange installations, straighten the double shear nailing tabs and install the nails straight into the joist. Face Mount Installation —Install all face nails according to the table. Not all nail holes will be filled on all models. On models where there are more nail holes than required, the lowest 4 face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. Alternate Installation The THA 4x hangers may be installed in a top flange configuration using the tabulated fasteners for face mount installation and achieve the face mount installation loads. Install the tabulated face nails into the face and top of the carrying member. Nails used for the joist attachment must be driven at an angle so that theypenetratethroughthecornerofthejoistintotheheader. Uplift —Lowest face nails must be filled to achieve uplift loads. OPTIONS: • THA hangers available with the header flanges turned in for 3s/e' except THA413) and larger, with no load reduction — order THAC hanger. CODES: See page 13 for Code Reference Key Chart. Double Double Shear Shear Nailing Side View Nailing Do not bend tab Top View I ,,; unless otherwise noted c THA418 SIMPSONL° asT StrongTl e s• ; r W 2 1/41 o o • r:. rr ra fti 4 THA29 Attachment Top nails per table of nailer per Designer Face nails per table min. /4" I Typical THA Top Flange Installation rom edge)RIAIP'Typical THA29' Face Mount Installation AV forTHWA22 Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer except THA29) r. 134Vfor THMg22 ,,i i `: r 2t4' for THA422-2 -X THAC422 MA/THAR/L422 II* These products are available with additional corrosion protection. Additional orodurtc nn thic —na —, .1 h.--u—...— j Dome Double Shear Nailing Side View available on I some models) U.S. Patent 5,603,580 Minimum Carried Model Member N0 H;77 a Fasteners' rrying Carried e mber Member Face Strai ht Slant DFlSPAIlowahleLoads Upliltz Floor Snow Ro°f 160) (100) (115) (125) oNouu ouwy-ne SPF/HFAIIowable Loads U Ilftz floor Snow RoofP ifi0) (100) (115) (125) fur Malls. Cade Ref. TOP FLANGE INSTALLATION 2x4 THA29 THA213 18 18 1'/e 1 9"/6 13i 5'/6 5'/z 2'/s 1Yz 4-1Od 4-10d 560 2260 2310x6 THA218 18 15/s 6 173/ 5'/ 2 410d 210d 4-10d 2-10d 4-10d16152x6 4-10dx— THA222-2 16 3Ae 17"/16 8 2 4 16d 2-16d 6-10— E4- 110d 1615 16152x10 2 2x10 THA222 2 16 3Ye 22y6 8 2 4 16d 2-16d 6-10L15 2245 2245 2245 1935 1935 1935 18, F7, x6 THA413 18 3s/e 133 6 4Yz 11 4-10d 2-1Od 4-10— 4x1D 4x10 THA418 16 3s% 17Yz 7% 2 4-16d 2-i6d 6-10d— 1615 2245 1615 2245 1615 2245 1 1935 1935 4x10 THA422 THA426 16 14 35/e 22 7% 2 4-16d 2-16d 6-10d 2245 2245 2245 1935 1935 1935 1935 4x10 THAR/L422 16 3y6 3ya 26 22% 7Ya 8 2 2Yz 416d 416d 4-10d 2 10d 616d 2435 2435 2435 2095 2095 2095 . F23 4x10 THAR/L422 16 3s/e 22% 8 2Az 4-10d 8 lOd 1-10d 1-10d 2-10dx1 Yz 2-1odxIYz 310 109U4 109o4 1675 10904 1675 260 9154 9154 915' 18, F7, L1524x10 2 4x10 THA422-2 THA426-2 14 14 717'/. 22"/6 26A,6 9e4 2 4-16d 416d 6-16d 1675 3330 3330 3330 1405 2865 1405 2865 1405 2865924-16d 4-16d 6-16d 3330 3330 3330 2865 2865 2865 170 2x4 THA29 18 1% 9"/Is 5Ae 9"/ic FACE MOUNT INSTALLATION 2x6' THA213 18 isle 13y6 5Az 13%6 16-10d 14-10d 4-10d 560 2125 2310 2350 480 1740 1785 1815 2x6 THA218 18 1s/s 17e/6 5Az 17'/,a 18-10d 4-10d 1170 1195 1840 1870 780 1385 1425 1450 2 2x10 THA218-2 16 3Ya 17"/,a 8 14'/,e 22-16d 4-10d 117il Ims, 1840 1870 780 1385 1425 1450 2 2x1O THA222-2 16 3Ye 2216 8 14'%s 2216d 6-i6d 1855 3695 3695 3695 1595 3185 3185 3185 18, F7, 4x6 THA413 18 3ys 13s/,6 4Yz 1334 14 10d 616d 1855 3695 3695 3695 1595 3185 3185 3185 L15 4x10 THA418 16 3% 17'/z 7'A 14'/6 2216d 4 tOd 1170 1940 2235 2400 780 1660 1910 2075 4x10 THA422 16 3 22 7% 14'/e 2216d 6 16d 1855 3695 3695 3695 1595 3185 3185 3185 4x10 THA426 14 3s/e 26 7z/ 16'/,6 30-16d 6 16d 1855 3695 3695 3695 1595 3185 3185 3185 2 4x10 THA422 2 14 7'/, 2211- 91: 163 30 16d 616d 1855 4550 4550 4550 1595 3915 3915 3915 F23 2 4x10 THA426 2 14 7'/4 26Y,6 9x/ 6 18 38 16d 6 i6d 1855 5160 5520 5520 1595 4440 4745 4', 1706i6d18555520552055201595444047454745 I. 16d sinkers may be used to replace 16d commons at 0.85 of table load. 5. For top flange installation on a nailer (see detail above), install joist nails straight by bending2. Uplift has been increased for wind or earthquake loading with no the double shear tabs. further increase allowed; reduce where other loads govern. 6. For single 2x and 3x milers, the following THA hangers can be installed using 10dx1 Az" top nails3. Roof loads are 125% of floor loads unless"limdedby,other criteria: and 2-16d face nails with reduced allowable loads as noted: THA418LTHA422:.1415.lbs. :for-DFL-, 4. THAR/L422 with 4-10d top nails and 2-1 Od facii nails' When the 1215 lbs. for SPF; THA426: 2245 Itis for DFL, 1930 Its. for SPF. hanger height is between 9' to 12 the allowable download is 7. Min. Top Flange refers to the minimum length of strap that must be field -formed over the header. 1440 lbs. for DFL and 1210 lbs. for SPF. No further increase allowed. B. NAILS: 16d = 0.162' dia. x 3 f' long, tp 9x2Az = 0.162' dia. x 2Y' long, 10d = 0.148' dia. x 3' Tong, 10dx1 Az = 0.148' dia. x 1 /z' Ion Seepagee 22-23 for other nail sizes and information. 89 VALLEY'FRAMING &`BRACING DETAIL _ Lumber Size:and GradeWinumum Requirements EERidgeboard._ 2x6 (min) g2aouthern Pine or better, - I 2x4AL CKIN 6. .IRafterspans20'-0` or less_. (A) 2x6 Sp N2, spf "/a2, OF a2.or better: +111 ; TRUSS. B) 2x6`$P 82, SPF a1/#2, OF a2 or better' 1 I TRUSS: UNDER -.VALLEY FRAMING Purins/4tersi bracing:.. 2x6 SPFp2,'HF NL OF s2 or better ; i -! VALLEY RAFTER OR'RIDGE sleepers_ 2x(widthofrafter seat cut) SPF #3.or:better . '! ! (i i ` I - ' TCRIPPLE 2 pareuec 2x6 SPF 03 II B i '+Cripples 4'-0" for 30 psi (TL)'and 20 psf (TO) Max. Cripples and blocking..: 2x6 SPF N3 or better I• _ I i Space the cnppes for each row starting from the valleys or sleepers irussBelow_. see design:, Southern Pine Material, -' ! and working inward to the ridge boaid so that cripple locations are stagg0 ad between,rows;: -- IN I 2' O.C. (Tgp) 1 SECTION CUT"PARALLEL TO VALLEY RAFTER AOI(( B)RAFTER, RIDGE: BOAR2 COLLAR BEAM, EVERY THIRD r+ s ; 2x6)' FAIR OF OFRAFTERS Cn onectionRequire-nent,Notes; VALLE `ROOF PLAN 1, m rafters to ridge 4,16d toe -nails EE CRIPPLE, BRAC `N _--- jF1 12 - 2. `Cripple to ridge 416d toe-nailsAttachmentcan.bemadedirectly& BLOCKINGNOTE3 TO_S. or through plywood sheathing3. `Cripple toraftei 416dtoe-nails Height. CRIPPLES— by cutting a 2"W' notch in Sheathing(""I816d face-nailsOf Valley : f •0" MAX SPACING 4'-0" TYPICALYPICAL 'i4%0" TYPICAL. - 4: :'Rafter t0 sleeper or r blocking, 3. 16d toe -nails 3 C.). - - 'Rafter to two2x6 sieepeis 4,16d,toe-,nails 5.. Sleeper to truss - 4,16d toecnails N p Two 2x6 sleepers to truss 3 16d toenails each sleeper &truss= a . Z a = z 6. Ridge board to roof block 4s16d toe"nails. g C _ a s0 BEVEL RAFTER CUT AS R5Q`D FOR PITCH 7„ :Ridge boardto truss 4.16d toe -nails 0 0 0 4 s 8. Purlin to (Typ) 3 16dtoe-nails 9 Truss to blocking 4:16d.toe-nails: 10, Truss to cripple :416d toe nails ir2':SHEATNtN ( desi r 11. Truss to cripple: 4,16d toe -nails' TYPICAL. COMMONS, 2x4 Purlin 24"O. g ad by Others) •zx4'BLOC KING` SPACEO'24' O,C. j4, B CKING.. (Where no snaathing:applied) - - 12 'Cripple to pu,rlin 316d toe -nails; NOT REQUIRED IF SLEEPERS ARE;USED) 13. Collar beam to rafter 4:16d toe -nails . GENERAL NOTESCRIPPLEBRACING & BLOCKING NOTES NOTE:16d(o.16rXa.s")COMMON NAILS. Purlins'required 2%O!' OX. in absence of plywood sheathing. :2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10' 0" Iong Trusses without sheathing applied must be.evaluated:accordingly.. 'nailed wr 2-10flOA48"x3") nails. Or 2x4 "T' or scab reinforcement nailed to fial;edgrs' ' Purlins should ovenaplsheathing;one truss spacing minimum, of cripple with 10d (0:f 28"z3 0") nails at6" o.c. "T" +or scab must be 90 f rof cripple length,. In cases that this is,irnpractical, overlap sheathing a minimum Cripples over 10'-0" long regure two CLR's or both faces wi "T' or scab. 'Use stress of 6", and. nail upwards,through:sheathing ,into puriin with,a graded lumber & box or common nails.. - ' minimum of 8-8d (0.131."x2.6"),common wire. nails: Narrow:edge of cripple can -face ridge orrafter; Effects bf not providing" sheathing below a valley set as long as.lho proper number of nails are must be ¢ valuated by,the building designer, installed into ridge board This drawing applies too. valleys with the following conditions;, •7nsWli.blocking under rafter it sleepers are not used.. Spans (distance between haeis).40'-0" or ess' Install f locking under cripples ii cripples tall between: Maximum valley height l4 -0" - lower truss top chortls and lateral bracing is not•used. Apply all nailing in accordance to current NOS requirements. maximum mean roof haight: 30'feet Na its are common wire nails:unlesiinoted otherwise. ASCE 7-05, 140 mph, Enclosed, Cat ll, Exp B, f 1 0, Kzt-1.0 ' Or,A Maximum of ASEE 740, 180 mph, Enclosed, Exp DrXzt=1 0 3x' toes r• r.16ne jf-, any sa.0—:IF a.... Cry. tiO: 630:5 For — LP 2cr "i— Ir tlrw.33: 17 or a10, C apPtko6le. Appt• u>m on th. sox,t b.cal. vnGss ot.a>ot w.plat. p-rison. Rpp ,.ruts ri, , p I— snot _t b. r.sp—bW r trsac In cchfarnonce Nth.'"SWTPI 1, oc..r ape Usttnp this: m—ho, Ir.%ost.L o-Ptaries ny,x t v aim a n.: o . p.r wmitvt n tHs jo4' eerrrcl nat.S. pne. St,.Se tp#xt.orpr, SaU+ a+..fbdnaesiry.ror':tCt t No.70861 SCAY cPo= r . r%a bd lq — a,onocon chAilSTATEOF31, 10 2p .-7 7 DA Tf? 10 /01 1r DL C7; .0. J 0: DRWG VACNVI$t L[r 01 0 , o 0 i.l) JC} 70 47 .6'1 ,. CING:Eli AE QVL Alpine, an ITW Company 2400 Lake Orange Dr., Suite 150 Orlando, FL 32837 Phone: (800)755-6001ALPINE ANR COMPANY alpineitw.com Site Information: Customer., Carpenter Contractors of America Job Number: N333522 JobDescription: FLORIDA TEEN BUILDERS ,9A6/9A7 ,258SE ,RA01 Address: I City, State, Zip: Name, Address and License # of Structural FOR if one exists for the building: Name: License #.- Address: City, State, Zip: State: Job Engineering Criteria: Design Code: FBC 6th edition (2017) View Version: 17.02.01.1115.21 JRef #. 1 W7d89750124 Wind Standard: None Wind Speed (mph): 150 Roof Load (pst): 20.00-10.00- 0.00- Floor Load (pst): 40.00-10.00- 0.00- 5.00 5.00 This package contains a job notes page, 61 truss drawings and 0 details. Item Seal # Truss 1 005.18.1331.51459 Al 3 005.18.1331.53068 A3 5 005.18.1331.52881 A5G 7 005.18.1331.54021 G 1 9 005.18.1331.52256 G3 11 005.18.1331.51053 FG1 13 005.18.1331.51021 D1 15 005.18.1331.51163 D3G 17 005.18.1331.50162 L2G 19 005.18.1331.53600 V3 21 005.18.1331.53396 V1 23 005.18.1331.54396 MV2 25 005.18.1331.53881 EJ7 27 005.18.1331.51771 EJ7A 29 005.18.1331.52693 EJ2 31 005.18.1331.54225 CJ5S 33 005.18.1331.51303 CJ3A 35 005.18.1331.52396 CJ1S doC umi h beenasn rtlniCallyThis siW60 us ngl-,Digital Signature« Printed/ copies - houtan original signature must be verified using the original electron version. 01 /05/2018 y .* srer•r A.r•4+'Ye No. 7 1 s STATE Of 17latjAt Florida Certificate of Product Approval #FL1999 Printed 1/5/20184:46:41 PM ALPINE AN InY COMPANY Cifn /nfnrmafinn- Customer.' v Carpenter Contractors of America Job Number: N333522 JobDescription: FLORIDA TEEN BUILDERS ,9A6/9A7 ,258SE ,RA01 Address: I City, State, Zip: Item Seal # Truss 37 005.18.1331.53726 CJ54 39 005.18.1331.54162 CJ34 41 005.18.1331.49975 CJ14 43 005.18.1331.53725 HJ7A 45 005.18.1331.50351 HJ7S 47 005.18.1331.50053 FT1 49 005.18.1331.50678 FT1 G 51 005.18.1331.49787 FT2 53 005.18.1331.52271 FT3 55 005.18.1331.52131 FT4 57 005.18.1331.52068 FT6 59 005.18.1331.50521 FT7GE 61 005.18.1331.53037 FT10G Alpine, an ITW Company 2400 Lake Orange Dr., Suite 150 Orlando, FL 32837 Phone:(800)755-6001 alpineitw.com Item Seal # Truss 38 005.18.1331.51443 CJ3 40 005.18.1331.53459 CJ1 42 005.18.1331.49506 HJ7 44 005.18.1331.52506 HJ74 46 005.18.1331.50740 HJ2 48 005.18.1331.49507 MA 50 005.18.1331.49771 FT1 GE 52 005.18.1331.54459 FT2GE 54 005.18.1331.50834 FT3G 56 005.18.1331.53318 FT5 58 005.18.1331.51896 FT7 60 005.18.1331.54318 FT8G This document hat been alectronitally signed using a Digital Signature. Printed copies without an original signature must be verified using the original efectronir version. E Ns y' Td€3. 7061 STATE Of ORMO s r ALL 01 /05/2018 Florida Certificate of Product Approval #FL1999 Printed 1/5/2018 4:46:41 PM w_ - I .. --.I ember: N333522 Ply: 1 SEQN: 1585 / T37 FLORIDA TEEN BUILDERS Qty: 8 FROM: PFH Truss Label: Al Cust:R8975 JRef: 1W7d89750124 D rw N o: 005.18.1331.51459 JB / DF 01/05/2018 m0 Co cs T10:: 15' 22'1"2 7'1014 7.1..2 '{- Tl"2 5X5D 30' 30' 7'10.14 1'+ 10, 10, + 10 +1 10, 20' 30' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 1643 / 704 / 1025/ - / 287 / 4.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.126 H 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.438 H 999 240 F 1643 / 704 / 1025/ - / - / 4.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.046 H - - Wind reactions based on MWFRS Des Ld: 47.00 EXP. C HORZ(TL): 0.103 H B Min Brg Width Req = 1.9 Code / Misc CriteriaNCBCLL: 00 Mean Height: 24.19 ft CreepFactor: 2.0 F Min Brg Width Req = 1.9 0. Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.936 Bearings B & F are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.798 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.668 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 4.50 ft 00FT/RT:20/10 Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21 B - C 1115 -2701 D - E 1140 -2425WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B2 2x6 SP #2 N: Webs 2x4 SP #3 :W2, W3 2x4 SP #2 N: Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. COA 01 /05/2018 C - D 1140 - 2423 E - F 1115 - 2702 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 2289 - 852 H - F 2291 - 852 I- H 1564 -439 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 398 - 513 D - H 902 - 422 1 - D 900 - 422 H - E 398 - 513 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly attached rl id ceilln Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Build inq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u+mv;ompMV( truss in conformance with ANSIPI1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawingindicatesacceptanceofroessionaengineeringresponsibilitysolelyforthedesignshown. The suifablllty Suite 150 and use ofthisgnawingforanystructureistpheresponsibilityoftheBuildingDeslgrierperANSI/TPI 1 Sec.2. For more information see this iob's oeneral notes oaae and these web sites: ALPINE: www.alDineitw.com: TPI: www.tDinst.oro: SBCA: www.sbcindus".com: ICC: www.iccsafe.orq Orlando FL, 32837 timber: N333522 FLORIDA TEEN BUILDERS Truss Label: A2 Ply: 1 SEQN: 1586 / T36 / HIPS Cust: R R8975 JRef: 1 W7d89750124 City: 2 FROM: RDG Dnallo: 005.18.1331.50865 KM / WHK 01/05/2018 67' 13' 17' 23'5" 67" 6'5" 4' 6'5" 4X10 =5X8 D E 30' 30' 67' 1' 10, 10, 10, 1' ir. 10 i" 20' 30 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria a Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.127 1 999 360 B 1618 / 308 / 1030/ - / 254 / 4.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.449 1 999 240 G 1631 / 308 / 1030/ - / - / 4.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.053 1 - - Wind reactions based on MWFRS EXP: C Des Ld: 47.00 HORZ(TL): 0.120 1 B Min Brg Width Reg = 1.9 NCBCLL: 10.00 Mean Height: 23.69 It Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Reg = 1.9 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.841 Bearings B & G are a rigid surface. BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.831 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.258 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 B - C 1040 -2703 E - F 971 -2359 C - D 970 -2330 F - G 1039 -2732 Lumber D-E 874 -1713 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #1 :132 2x6 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 :W3 2x4 SP #2 N: Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: B - J 2309 -796 1 - G 2334 -824 Lumber value set "1313" uses design values J - 1 1727 -518 approved 1/30/2013 by ALSC Bracing a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR. and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 18i4r Pf 0. 708 1 Ar e r off S T 0 •' co Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 302 - 465 E - 1 678 - 224 J - D 648 - 254 1 - F 301 - 464 01 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperlyaaidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebrac,'inqq installed per BCSI sections B3, B7 or 910, ile. AppTy plates to each face. ofptruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A- Z for standard plate positions. line, a division of ITW Building Components sinconformancewithANSI/TPI 1, or for h ing this drawing, indicates acceptance J use of this drawing for any structure more information see this job's general notes page ani his drawing any failure to build the on this drawing or cover paqe . _ Le design shown. The suiTability TPI: w .toinst.ora: SBCA: MJ COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 PIPWTmber: N333522 FLORIDA TEEN BUILDERS Truss Label: A3 Ply: 1 SEQN: 1587 / T35 / HIPS Cust: R R8975 JRef: 1 W7d89750124 Qty: 2 FROM: RDG DrwNo: 005.18.1331.53068 KM / WHK 01/05/2018 SO0 io 66 Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 11' 24' 19, 5" 30' 5,7„ 5,5„ r 8' i 5,5„ i 57' SSD0514 T2= SS0514 10, 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.19 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3 2x4 SP #2 N: Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Bracing a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS, 18SS 30' 10' 20' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.124 1 999 360 VERT(TL): 0.446 1 999 240 HORZ(LL): 0.056 1 - - HORZ(TL): 0.129 1 Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.839 Max Web CSI: 0.199 VIEW Ver: 17.02.01A.1115.21 0 i fs S 1 0 0. s C 191i"',' tYA- 01 /05/2018 10, 30' Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1599 / 437 / 1029 / - / 220 / 4.0 G 1621 / 437 / 1029 / - /- / 4.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.9 G Min Brg Width Req = 1.9 Bearings B & G are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1069 - 2660 E - F 972 - 2355 C - D 972 - 2301 F - G 1068 - 2711 D-E 933 -1913 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2273 - 829 1 - G 2318 - 856 J - 1 1952 - 635 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - D 502 -134 E - 1 503 -123 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) for sa shipping, practicesprior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, asapplicable. Apply plates to each face of truss and position as shown above and on the Joinf"Details, unless noted otherwise. kefer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Build in+ Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the µro P truss in conformance with ANSI rfPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 anduseofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this iob's oeneral notes oage and these web sites: ALPINE: www.aloineitw.com: TPI: www.toinst.orq: SBCA: www.sbandustrv.com: ICC: www.iccsafe.orq Orlando FL, 32837 I11110111PJdmber: N333522 FLORIDA TEEN BUILDERS Truss Label: A4 Ply: 1 SEQN: 1588 / T34 / HIPS Cust: R R8975 JRef: 1 W7d89750124 City: 2 FROM: RDG DrwNo: 005.18.1331.52537 KM / WHK 01/05/2018 5'11" 5'11" 11 10, 10, 9' 15' 3' 1" 6' 21' 24"" 6' 3' 1" 4X6 = 4X4 = 06 D E F 30' 10, 20' 30, 5'111, 10, 1' 30' Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.124 E 999 360 Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1548 / 440 / 1022/ - / 187 / 4.0 BCLL: 0.00 Enclosure: Closed, Lu: NA Cs: NA VERT(TL): 0.475 E 999 240 H 1548 / 440 / 1022 / - /- / 4.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 J - - Wind reactions based on MWFRS Des EXP: C TLHORZ 0.117 J B Min Br Width Re 1.8 Code I Misc Criteria 00 NCBCL 10L: Mean Height: 22.69 ft Creep Factor: 2.0 H Min Brg Width Req 1.89q00 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.782 Bearings B & H are a rigid surface. BCDL: 5.0 psf ILoadDuration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.806 Members not listed have forces less than 375# Spacing 24 0 " C&C D'It 4Ann ft Rep Factors Used: Yes Max Web CSI: 0.340 sa. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.01A.1115.21 B - C 1080 -2524 E - F 989 -2053 C - D 997 - 2199 F - G 997 - 2199 D - E 990 - 2053 G - H 1079 - 2524 Ink 0. 7,0%81 a ! s a C0' cTNA.' 01 / 05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2147 - 832 J - H 2147 - 860 K - J 2322 - 872 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - K 626 - 251 J - F 626 - 251 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component SafetyInformation, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinn installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A- Zforstandardplatepositions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the Ewa N truss in conformance with ANSI 1, or for handling, shippinq, installation and bracing of_trussesA seal on this drawing or cover paqe , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of proTesslonar engineering responsibility solely for the design shown. The suitability Suite 150 and use ofthisgnawingforanystructureisfheresponsibilityofthebuildingDesigrierperANSI/TPI 1 Sec.2. For more information see this iob's general notes oaae and these web sites: ALPINE: www.aloineitw.com: TPI: www.tpinst.orq; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 tuber: N333522 Ply: 1 SEQN: 1589 / T25 / SPEC Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DrwNo: 005.18.1331.52881 Truss Label: A5G KM / WHK 01/05/2018 7' 15, 23' 30' 8' } 8' i 7' 1 SS0712 1113X8 ///8X10 C D T2 E 12 6I a) (a) = 4X6(C1) 5X5(C8) W2 T3 4X8(CS) BB v F 6y'6 A G 1 K 1114X6 SS1017 1112X4 =4X4(C1) 30' 1' 6'10"4 8'1"12 8'1"12 6'10"4 1' 6' 10"4 15, 23' 1 "12 30' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.226 D 999 360 K 3881 / 2033 / - / - I - / 4.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.849 D 663 240 F 2897 / 1290 / - / - / - / 4.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.039 C - - Wind reactions based on MWFRS Des Ld: EXP: C HORZ TL 0.093 C K Min Br Width Re 3.2 CL 10. 00 Mean Height: 22.19 ft NCBCLL: 10.00 F Min Brg Width Req 2.4Code / Misc Criteria Creep Factor: 2.0 9 q = TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.928 Bearings K & F are a rigid surface. BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.571 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.655 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 144.00 FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens, Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE, 18SS VIEW Ver: 17.02.01A.1115.21 B - C 3760 -7769 D - E 4104 -9211 C - D 4107 -9214 E - F 2436 -5479 Lumber Wind Value Set: 13B (Effective 6/1/2013) Wind loads and reactions based on MWFRS. Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP 2400f-2.OE :T2 2x8 SP Additional Notes Chords Tens.Comp. Chords Tens. Comp. 2400f-2.OE: T3 2x4 SP #1: WIND LOAD CASE MODIFIED! B - J 6883 - 3260 1 - H 4825 - 2129 Bot chord 2x8 SP 2400f-2.OE J - 1 6844 -3259 H - F 4824 -2124 Webs 2x4 SP #3 :W2 2x4 SP #2 N: W4 2x4 SP 2400f-2.OE: Maximum Web Forces Per Ply (Ibs) Lumber value set "1313" uses design valuesg Webs Tens.Comp. Webs Tens. Comp. approved 1/30/2013 by ALSC J - C 945 - 306 D - 1 865 - 1208 Bracing C - 1 2580 -1117 1 - E 4784 - 2153 a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x25%min.). Restraint material to be supplied and attached at both ends to a suitable yj xt11tt1lli tlthrr> support by erection contractor. or scab reinforcement may be in lieu of CLR}} r{ irffja) used restraint. substitute (1) scab for (1) CLR and (2) 1. a••/•+°°"'•., r.. scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and J* 1 •e,`i,j S. • T i •; 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. 708 1so0. Special Loads Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 78 pIf at -1.00 to 78 pIf at 31.00 BC: From 20 plf at 0.00 to 20 pIf at 30.00 a '' 0Qi TC: 562 lb Conc. Load at 7.03 4 l ctTC: 250 lb Conc. Load at 9.06,11.06,13.06 BC: 574 lb Conc. Load at 7.03 9++°'• ••, r.,, t••'*,' BC: 136 lb Conc. Load at 9.06,11.06,13.06 C.L CO 7 At„ BC: 1389 lb Conc. Load at 14.27 mttssesiiW O1/05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handiin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building functions. Installers temporaryComponentSafetyInformation, by TPI and SBCA) for safety practices prior to performing these shall provide bracing BCSI. Unless have sheathing and bottom chord shall have apernotedotherwise,top chord shall attached ri id ceilin Locations shown for permanent lateral properly attached structural properly restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 10, as appllcabgle. Appigy plates to each face, of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ,,Nnw;o this drawing trussinconformancewithANSIIPI1, or for handling, shipping, installation and bracing of,trussesA seal on or cover page .. 2400 Lake Orange Dr. listing this drawing indicates solely for the design shown. The suitability Lake acceptance of pro esslona anduseofthisgnawingforanystructureistheresponsibilityengineeringresponsibility Suite 150 oftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.org Orlando FL, 32837 yob Number: N333522 Ply: 1 SEQN: 1590 / T62 / HIPS Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS City: 1 FROM: RDG DrwNo: 005.18.1331.54068 Truss Label: A5GA KM / WHK 01/05/2018 T 15' 23' 30' 7' 8' 8' 7' 8X8 1114X6 8 C D T2 E8 6 F,- T 12 T a) (a) n o W2 6X6( in v=6X6(C3 B F3) 1 G sye A 1 1 5X5(C3) 1114X4 H 1014 1104 = 5X5(C 3) 30' 1' 6'10"4 8'1"12 8'1"12 6' 10"4 15' 23' 1 "12 30, Loading Criteria (psf] Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PIP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.264 D 999 360 B 3660 / 1670 / - I - / - / 4.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.987 D 569 240 F 3652 / 1660 / - / - / - / 4.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.069 H - - Wind reactions based on MWFRS EXP: C Des 40.00 HORZ TL 0.164 H B Min Brg Width Req = CLLd: Mean Height: 22.19 ftg NCBCLL: 00 Code / Misc Criteria CreepFactor: 2.0 F Min Brg Width Req = TCDL: 4.2 psf 0. Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0,969 Bearings B & F are a rigid surface. BCDL: 5.0 psf Load Duratiom 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.869 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.535 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 144.00 It FT/RT:20(0)/l0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.01A.1115.21 B - C 3192 -7023 D - E 4029 - 8777 C - D 4029 - 8777 E - F 3170 - 7004 Lumber Special Loads Value Set: 13B (Effective 6/1/2013) Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP 2400f-2.OE :T2 2x6 SP SS: TC: From 78 plf at -1.00 to 78 plf at 7.00 TC: From 39 plf at 7.00 to 39 plf at 23.00 Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x6 SP SS Webs 2x4 SP #3 : W2, W4 2x6 SP #2 N: TC: From 78 plf at 23.00 to 78 plf at 31.00 B - J 6179 - 2790 1 - H 6133 - 2770 Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3. BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 22.97 J - I 6151 -2790 H - F 6161 - 2770 Lumber value set "1313" uses design values BC: From 20 plf at 22.97 to 20 plf at 30.00 approved 1/30/2013 by ALSC TC: 565 lb Conc. Load at 7.03 Maximum Web Forces Per Ply (Ibs) TC: 254 lb Conc. Load at 9.06,11.06,13.06,15.00 Webs Tens.Comp. Webs Tens. Comp. Bracing TC: 250 lb Conc. Load at 16.94,18.94,20.94 a) 1X4 #3SRB or better continuous lateral restraint TC: 562 lb Conc. Load at 22.97 J - C 685 0 1 - E 2896 -1378 to be equally spaced. Attach with (2) 8d Box or Gun BC: 579 lb Conc. Load at 7.03 C - 1 2877 -1356 E - H 678 0 nails(0.113"x2.5",min.). Restraint material to be BC: 137 lb Conc. Load at 9.06,11.06,13.06,15.00 D - 1 1058 -1584 supplied and attached at both ends to a suitable BC: 136 lb Conc. Load at 16.94,18.94,20.94 support by erection contractor. BC: 574 lb Conc. Load at 22.97 a) or scab reinforcement may be used in lieu of CLR ilt4ii[fl{f77afili r r: tt"t'srestraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab' s > reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun vttr +y+"" ""'••, v j 6 ' nails @ 6" oc. Wind ci. 70$ 1" s Wind loads and reactions based on MWFRS. 3 a' Bearing Block(s) Brg blocks: 0.128' x3" nails c+ rsS brg x-loc #blocks length/blk #nails/blk wall plate 1 0.000, 1 12" 4 Rigid Surface 2 29.667' 4 12" 4 Rigid Surface A, ••," :*' Brg block to be same size and species as chord. Refer to drawing CNNAILSP1014 for more information. co +AL+` Ifts"W1 01 /05/2018 WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporarybracingperBCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperlyattachedrigidceilingLocationsshownforermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 810, Apply to face, as shown above and on the Join Details, unless noted otherwise. Refer toasapplicable. plates each ofptruss and position drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the -N COMPANY this drawing or cover etrussinconformancewithANSIIPI1, or for handlin4, shipping, installation and bracing of,trussesA seal on listing this drawing indicates acceptance of pro) essiona. engineering responsibility solely for the design shown. this gnawing for is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. pa , , 2400 Lake Orange Dr. The suit9ability Suite Lake and use of any structure For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust com; ICC: wwwjccsafe.org Orlando FL, 32837 J,ob Number: N333522 Ply: 1 SEQN: 1591 / T18 / COMN Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 4 FROM: RDG DrwNo: 005.18.1331.54021 Truss Label: G1 KM / WHK 01/05/2018 P COin 9"3 5'74 10'8" 15'8' 2 21'4" 5'74 + 5'0"12 + 5'0"12 5-74 4XBD 21'4" 744 678 744 1 + 7'4"4 - + 13'11"12 + 21'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria a Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 1126 / 323 / 775 / - / 201 / 8.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.049 H 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.188 H 999 240 F 1043 / 291 / 631 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.020 G - - Wind reactions based on MWFRS Des 4 EXP: C HORZ TL 0.048 G B Min Br Width Re 1.6gq Code / Misc CriteriaNCBLL: 10.00 . 00 C Mean Height: 15.00 ft Creep Factor: 2.0 F Min Br9Width Reg = 1.5 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.387 Bearings B & F are a rigid surface. ggLoad Duration: 1.25 BCDL: 5.0 sf pMWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.680 Bearings B. & F require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.210 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.01A.1115.21 B - C 612 -1770 D - E 637 -1562 Wind Duration: 1.60 WAVE Lumber C - D 609 -1552 E - F 639 - 1781 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. jtfrJ 9. 7.fl6 4 ! s} S jg 0 rI t} Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1510 - 483 G - F 1522 - 485 H - G 1025 - 257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 218 - 377 D - G 550 - 213 H - D 535 - 205 G - E 220 - 384 COA Z9 JIMA%. ,a> 01 / 05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component SafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as showwabove and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN MCOMPANY truss in conformance with ANSI/1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page. . 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofroTessionarengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 and useofthisr7awingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or : SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL,32837 Job Number: N333522 Ply: 1 SEQN: 1592 / T16 / COMN Cust: RR8975 JRef: 1vv7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.49912 Truss Label: G2 KM / WHK 01/05/2018 5'7"4 1018" 5'0"12 4X8D 15'8"12 5'0"12 21'4" 57'4 M 12 6 C 4 or 4 E4 N EOTO B F 3 A G I H 7'4"4 7'4„4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 21'4" 6'7"8 13'11"12 744 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 1123 / 322 / 774 / - / 214 / 8.0Pf: NA Ce: NA VERT(LL): 0.049 H 999 360 Lu: NA Cs: NA VERT(TL): 0.188 H 999 240 F 1123 / 322 / 774 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.020 H - - Wind reactions based on MWFRS HORZ(TL): 0.048 H Creep Factor: 2.0 B Min Brg Width Req = 1.6 F Min Brg Width Req = 1.6Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Max TC CSI: 0.370 Max BC CSI: 0.670 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Rep Factors Used: Yes FT/RT:20(0)/l0(0) Plate Type(s): Max Web CSI: 0.205 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.01A.1115.21 B - C 602 -1765 D - E 603 -1548 WAVE C - D 603 -1547 E - F 602 - 1766 01 /05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 1506 -426 H - F 1506 -452 1- H 1020 -225 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 217 - 376 D - H 537 - 207 1 - D 536 - 207 H - E 217 - 376 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10, 1101611141 asapplicable. Apply plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MMCOMPANY truss in conformance with ANSIrI PI 1, or for handling, shipping; installation and bracing of trussesA seal on this drawing or cover page ; , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suiCablllty Suite 150 and useofthisdrawingforanystructureistheresponsibilityofthebuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .corn; ICC: www.Iccsafe.org Orlando FL, 32837 fob Number: N333522 Ply: 1 SEQN: 1651 / T15 / HIPS Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.52256 Truss Label: G3 KM / WHK 01/05/2018 9' 9' 1Z4" 3'4" 6X8 =5X5 C T2 D 21'4" 21'4" 9' 9'1"12 2'10" 9'4"4 1 -1 9't"12 11'11 -12 21'4" '}' 1' -i Loading Criteria (psfl Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 1123 1323 / 773 / - / 186 / 8.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.029 G 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.110 G 999 240 E 1123 / 323 / 773 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.018 H - - Wind reactions based on MWFRS Des 40 EXP: C TLHORZ 0.042 H B Min Br Width Re 1.6 Code / Misc Criteria 00 NCBCLL: 10.00 Mean Height: 15.00 It( Creep Factor. 2.0 E Min Brg Width Req 1.699 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.776 Bearings B & E are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.886 Bearings B & E require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.105 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. N , , E # , o. 7i08 1 B - C 569 -1547 D - E 568 -1542 C - D 603 -1263 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1257 - 351 G - E 1253 - 376 H - G 1261 - 352 SAT 0 s. A•i A i . 0 Jy q COA 7PNI OVAL `d t+` 01/05/2018 WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperlyattachedrlidceillnpLocationsshownforpermanentlateralrestraintofwebsshallhavebracininstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face ofPtruss and position as shown above and on the Joini9Details, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MN COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of_trussesA seal on this drawing or cover page . , 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suilfablllty Suite 150 anduseofthisdrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 J,pb Number: N333522 Ply: 1 SEQN: 1594 / T69 / HIPS Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DrwNo: 005.18.1331.51693 Truss Label: G4G KM / WHK 01/05/2018 7' 14'4" 21'4" I I I r 7' T4" 7' 6X6 T2 D 6X6 C 1 6'10"4 6' 10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 47.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x6 SP SS: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading 1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. 21'4" 3'9"12 + 3'9"12 6'10"4 10'8" 145"12 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 2134 / 617 / - / - / - / 8.0Pf: NA Ce: NA VERT(LL): 0.094 H 999 360 Lu: NA Cs: NA VERT(TL): 0.365 H 999 240 E 2134 / 617 / - / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.042 G - - Wind reactions based on MWFRS HORZ(TL): 0.101 G Creep Factor: 2.0 B Min Brg Width Req = 2.5 E Min Brg Width Req = 2.5Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.643 Bearings B & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.685 Bearings B & E require a seat plate. Rep Factors Used: No Max Web CSI: 0.265 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.01A.1115.21 B - C 1127 - 3930 D - E 1127 - 3930 WAVE C - D 935 - 3524 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 3427 - 964 H - G 3398 - 961 I - H 3398 - 961 G - E 3427 - 964 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - C 696 - 74 D - G 696 - 74 a+ w ass t logo 01 /05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryv bottom have Pry bracingperBCSI._ Unless noted otherwise,top chord shall have properly attached structural sheathing and chord shall a pro attachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinpInstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply Oates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. (tefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/l P1 1, or for handlln4, shipping, installation and bracing of trussesA seal on this drawing or cover page , , MnW: OMPAW 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesstonaengineeringresponsibilitysolelyforthedesignshown. The suiTablllty and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Jpb Number: N333522 Ply: 2 SEQN: 1595 / T70 FLAT Cusl: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.51053 Truss Label: FG1 KM / WHK 01/05/2018 2 Complete Trusses Required 2'3"15 201,10"1 1510 5' 5„ 4'4" 1A 6'6"5 8'6"12 10'4"5 12'1"1g 14'5"14 16'6" T 18'6"1 20'5" 1 1i 1 1 5i 2'0"15 2'1"7 r 2'0"7 1'9„9 r 1'9"9 1 2'4"1 202 1 I 4X10 5X10 =4X8 T1 A B C D 6X12 =8X8 =4X10 =4X12 =6X6 = 6X6 - 5X10. E F G H I T3 J W20 7 BL1 M U T S R Q P B2 O N M 1114X6 —4At1 =8X10=tSA14t--) =4A0 IIILA4 =bAb lil4X6 r7'11" 9 12'6"9 2'0"7 2'0"7 1'11"15 1'11"15 23"9 279 1'11"1 2'0"2 2'0"8 2'3"8 2' 4'0"14 6"0113 8'0" 12 10W 5 12'6"14 r 14'5"14 16'6"1 18-6"9 20'10"1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw Rh / RL W TCDL: 10.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.178 O 844 360 V 2251 / 45 / - 0 / - 5.7 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.312 O 614 240 R 11451 / - / - 1 / - 4.0 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.013 G - - L 4469 / - / - 3.0 Des Ld: 55.00 EXa NA HORZ TL : 0.018 G V Min Br Width Reg q 1.5 NCBCLL: 0.00 HeMeanHeight: NA ftg Code / Misc Criteria Creep Factor: 2.0 R Min Brg Width Req Soffit: 2.00 TCDL: NA psf BCDL: NA Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.773 L Min Brg Width Req = 1.9 Load Duration: 1.00 psf MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.904 Bearings V, R, & L are a rigid surface. Spacing: 24.0 " C&C Dist a: NA It Rep Factors Used: Yes Max Web CSI: 0.608 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) I: NA GCpi: NA Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: NA WAVE VIEW Ver: 17.02.01A.1115.21 A - B 67 -2 G - H 0 - 3335 Lumber Bearing Block(s) C - D 1883 -92 H - I 0 - 4553553 Value Set: 13B (Effective 6/1/2013) Brg blocks:0.128"x3" nails D - E 5495 0 1-1 0 -4542 Top chord 2x6 SP SS :T1 2x6 SP 2400f-2.OE: brg x-loc #blocks length/blk #nails/blk wall plate E - F 520 -22 J - K 0 -4550 T3 2x4 SP 2400f-2.OE: 2 8.124' 1 14" 18 Rigid Surface F - G 520 -22 Bot chord 2x6 SP SS :132 2x6 SP 2400f-2.OE: Brg block to be same size and species as chord. Webs 2x4 SP #3 :W6, W7, W8, W12, W20 2x4 SP #2 N: Refer to drawing CNNAILSP1014 for more information. W9 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) W10, W19 2X4.SP 2400f-2.0E: Additional Notes Chords Tens.Comp. Chords Tens. Comp. Lumber value set " 13B" uses design values Truss must be installed as shown with top chord up. U - T 760 - 81 P - O 5186 0 approved 1/30/2013 by ALSC S - R 66 - 2221 0 - N 5186 0 R-Q 0-8001 N-M 4542 0 Nailnote Q - P 3041 0 Nail Schedule:0.128"x3" nails Top Chord: 1 Row @ 2.75" o.c. Maximum Web Forces Per Ply (Ibs) Bot Chord: 1 Row @12.00"o.c. tttsatitsJ itatrtr Webs Tens.Comp. Webs Tens. Comp. Webs : 1 Row 4" o.c. @ Use equal spacing between rows and stagger nails in each row to avoid splitting.* e•aa,ra rr s r/ fiir A- V 20 -716 F - Q 0 689 A- U 597 -74 Q - G 0 -3980 Plating Notes.*" r*y y¢'" •may U - B 49 -748 B T 47 G - P P H 1010 0 0 All plates are 4X4 except as noted. s -., 621 C - S 0 - 2282 H - N 72 - -714 714 1 plate(s) require special positioning. Refer to a° ; S - D 1161 0 I - N 0 -545 scaled plate plot details for special positioning R 0 -3780 J - M 0 -1163 requirements. r' o. R- E 0 -3463 M- K 4890 0 E - Q 3925 K - L 0 - 2346 Loading 0 Girder supports: 30-0-0 span to TC one face and 1 +o'0 % •r`• 2-0-0 span to TC/BC split opposite face. A , s Purlins r•ea•y..,e+''+C 1 The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. COALv` t11011 01 /05/2018 WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proEperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable: Appty plates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN M COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engmeerinq responsibility solely for the design shown. The sui ability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1596 / T14 / HIPS Cusl: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qly: 1 FROM: PFH DrwNo: 005.18.1331.54537 Truss Label: C1G KM / WHK 01/05/2018 1' 10"8 64" 9' 10"4 1'10"8 + 4'5"8 T 3'6"4 12 6 8X12 C o 4X86(B3) A 1112X4 D 4X4 T2 E 14'5"8 164" 47"4 1110,18 8X12 F 4X8(B3) G M 111ZA4 251\lU N IUl4 IIZA4 16'4" 2'0"4 4'3"12 3'8" 4'3"12 2'0"4 1' 2'0"4 6'4" 10' 14'3"12 164" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.230 D 837 360 B 2095 / 986 / - / - / - 4.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.863 D 352 240 G 2106 / 862 / - / - / - 4.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.032 C - - Wind reactions based on MWFRS Des Ld: 47.00 EXP: C HORZ(TL): 0.076 C - - B Min Big Width Reg = 2.5 NCBCLL: 00 Mean Height: 20.91 it Code / Misc Criteria CreepFactor: 2.0 G Min Brg Width Reg = 2.5 0. Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.797 Bearings B & G are a rigid surface. BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.919 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 it Rep Factors Used: Yes Max Web CSI: 0.365 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 144.00 FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.01A.1115.21 B - C 1506 -3622 E - F 3224 -7916 C - D 3135 -7698 F - G 1593 - 3893 Lumber D - E 3135 - 7698 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 :W2, W6 2x4 SP 2400f-2.OE: Lumber value set 13B" uses design values B - K 3182 -1311 1 - H 3467 - 1411 approved 1/30/2013 by ALSC K - J 3213 -1302 H - G 3423 - 1399 J-1 8001 -3272 Special Loads Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) Maximum Web Forces Per Ply (Ibs) TC: From 78 pIf at -1.00 to 78 pIf at 16.33 Webs Tens.Comp. Webs Tens. Comp. BC: From 20 pIf at 0.00 to 20 pIf at 16.33 TC: 66 lb Conc. Load at 1.91,14.44 C - J 4616 -1895 I - F 4588 - 1870 TC: 47 lb Conc. Load at 3.94, 5.94, 7.94, 8.40 D - J 349 - 380 10.40,12.40tlt1it19{ffiitiPgtfBCSIbCLd09BC: 37 lb Conc. Load at 1.91,14.44 BC: lb Conc. Load 3.09 148atBC: 33 lb Conc. Load at 3.94, 5.94, 7.94, 8.40 10. 40,12.40 BC: 246 lb Conc. Load at 5.09 BC: 347 lb Conc. Load at 7.06, 9.06,11.06,13.06 R Y H C), f Wind i Wind loads and reactions based on MWFRS. r Additional Notes WIND LOAD CASE MODIFIED! 4 S 1 TQ .r a4 Ofs res•af s , y,+ 01/ 05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa Pety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a.proerly attached rigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, asapplicable. Apply Oates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Refer to ALPINE N drawings 160A-Z forstandardplatepositions. Alpine, a division of ITW Buifdinc Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the AMmvcoMCAry truss in conformance with ANSI/ TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , . 2400 Lake Orange Dr. listing this drawing indicates acceptanceofproessionaengineeringresponsibilittyvsolelyforthedesignshown. The suitability Suite Lake and use of this gnawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 FLORIDA TEEN BUILDERS Truss Label: D1 Ply: 1 SEQN: 1597 / T48 / City: 3 FROM: RDG Cust R R8975 JRef: 1 W7d89750124 D rw N o: 005.18.1331.51021 KM / WHK 01/05/2018 T10" 15'8" T10" + T10" H0510 C 15'8" SO v 1) T 10" 7' 10" T10" 15'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 849 / 240 / 579 I - / 153 / 4.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.010 E 999 360 BCLL 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.041 E 999 240 D 765 / 210 / 494 / - / - / - BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 E - - Wind reactions based on MWFRS Des Ld: 47.00 EXP: C HORZ TL : 0.020 E B Min Br Width Re 1.5gq Code / Misc CriteriaNCBCLL: 1 00 Mean Height: 22.40 ft CreepFactor: 2.0 D Min Brg Width Req = Soffit: 0,00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.878 Bearing B is rigid surfacegag Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.736 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.134 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20 0 /10 0 Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): I VIEW Ver. 17.02.01A.1115.21 B - C 448 -1063 C - D 464 -1061WindDuration: 1.60 WAVE, HS Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. il ss (/ pytl,Nl01104e3 .} i Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 838 - 294 E - D 838 - 294 Iw• COA #offs' 01 /05/2018 WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attachedriqqidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsections $3, 67 or 910, as applicable. Apply Oates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of FEW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MFTWC0MPMY truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pafge 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofpro) essiona engineerinq responsibility solely for the design shown. The sui ability Suite 150 and useofthisdrawing, forany structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: w Jccsafe.org Orlando FL, 32837 job Number: N333522 Ply: 1 SEQN: 1598 / T47 / FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG Truss Label: D2 CusC RR8975 JRef: 1W7d89750124 Drw No: 005.18.1331.54600 KM / WHK 01/05/2018 Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit:. 0.00 Load Duration: 1.25 Spacing: 24.0 „ 1, Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.40 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. T10" + 15'8" T10" T10" T10" T 10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS H0510 C 15'8" T10" 15'8" Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.011 E 999 360 VERT(TL): 0.041 E 999 240 HORZ(LL): 0.010 E - - HORZ(TL): 0.020 E Creep Factor: 2.0 Max TC CSI: 0.878 Max BC CSI: 0.736 Max Web CSI: 0.134 VIEW Ver: 17.02.01A.1115.21 gA 0. ZQ8 i a COA 40 14bm""llut" 01 /05/2018 Cov Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 849 / 361 / 579 / - / 153 / 4.0 D 765 /315 /494 /- /- /4.0 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Reg = 1.5 Bearings B & D are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Con B - C 448 -1063 C - D 464 -1061 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 838 - 294 E - D 838 - 294 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftruss and position as shown above and on the Joinf"Details, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the a w:o vnrr truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , _ 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 anduseofthisdrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 4ob Number: N333522 FLORIDA TEEN BUILDERS Truss Label: D3G Ply: 1 SEQN: 1599 / T46 / HIPS Cust: RR8975 JRef: 1W7d89750124 Qty: 1 FROM: RDG DrwNo: 005.18.1331.51163 KM / WHK 01/05/2018 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 22.19 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading 1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. 7' 8'8" 1 5'8" 7' 1'8" 7' 4X6 4 X 6 C D 15' 8" T1"12 i 1'4"81 7'1"12 '{` 1' — 7'1"12 8'6"4 15'8" Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.049 G 999 360 B 1445 / 616 / - / - / - 4.0 Lu: NA Cs: NA VERT(TL): 0.189 G 999 240 E 1445 / 617 / - / - / - 4.0 Snow Duration: NA HORZ(LL): 0.018 G - - Wind reactions based on MWFRS HORZ(TL): 0.045 G B Min Brg Width Reg = 1.5 Code / Misc Criteria Creep Factor: 2.0 E Min Brg Width Reg = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.887 Bearings B & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.392 Rep Factors Used: No Max Web CSI: 0.252 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 B - C 962 -2271 D - E 962 -2271 C - D 792 -1936 N' rd11 e i*.•e ee fI ss ( 08 1 0 i i A"ATor., coy #o'' , 04M 01 /05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1910 - 785 G - E 1911 - 785 H - G 1936 - 792 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 660 -194 G - D 645 -186 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erlyattachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracininstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face oftruss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the µ,n,,roMPJ truss in conformance with ANSI f PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 and useofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1649 / T26 / HIPM Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.51240 Truss Label: L1 KM / WHK 0110512018 9' 9' 938 9' 3" 8 Loading Criteria (psi) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7- 10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C& C Dist a: 3.00 It Rep Factors Used: Yes Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B ( Effective 6/1/2013) Top chord 2x4 SP # 1 32 2x4 SP #2 N: Bot chord 2x4 SP # 2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 15' 14'0"8 15, 0 5'"8 11" 1116X8 = 4X4 C T2 D 4' 10"12 14' 2"4 9. 11 15' DefUCSI Criteria Maximum Reactions ( Ibs) PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.055 G 999 360 B 772 / 221 / 568 I - / 127 / 8.0 VERT(TL): 0.205 G 999 240 E 740 / 213 / 451 I - /- / 8.0 HORZ(LL): 0.022 G - - Wind reactions based on MWFRS HORZ(TL): 0.051 G B Min Brg Width Req = 1.5 Creep Factor: 2.0 E Min Brg Width Req = 1.5 Max TC CSI: 0. 937 Bearings B & F are a rigid surface. Max BC CSI: 0. 899 Bearings B & F require a seat plate. Max Web CSI: 0. 393 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02. 01A.1115.21 B - C 390 -1053 C - D 416 - 886 IA 0.708 i i • SAT Q 4 4f w1. itt• r •4 I*,, , COA #oflAly t 01/ 05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B- G 917 -438 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - D 1031 - 482 D - F 337 - 662 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPIanSBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the .a Co.p— truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , . 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The sui£abllity Suite t5o and use of this grawing for anystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www,t inst.or ; SBCA: www.sbandust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1601 / T75 / HIPM Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qly: 1 FROM: RDG DrwNo: 005.18.1331.50162 Truss Label: L2G KM / WHK 01/05/2018 12 7' 1 10'8" 14' 15, 7' 13'8" 3,4" 1' 4X 10 1112X4 =4X8 C D T2 E 3X6(A1) IP4A4 -on IU 1113X6 15' 7'1"12 3'6"4 T T 3'6" 4 7'1"12 10'8" 14,2"4 11lj 15' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed' 150 mph Pf: NA Ce: NA VERT(LL): 0.060 1 999 360 B 1283 / 394 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.225 1 999 240 F 1614 / 472 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 G - - Wind reactions based on MWFRS Des Ld: EXP: C HORZ TL : 0.038 G B Min Br Width Re 1.5gq CL 0.000NCBCLL: 0.00 Mean Height: 15.00 ftg Code / Misc Criteria Creep Factor: 2.0p F Min Brg Width Req = 1.9 Soffit: 0.00 TCDL: 4.2 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.730 Bearings B & G are a rigid surface. Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.642 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.855 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.2t B - C 828 - 2782 D - E 557 -1901 Lumber C - D 557 -1901 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #1 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Lumber value set "13B" uses design values B - 1 2572 -750 I - H 2619 -757 approved 1/30/2013 by ALSC Maximum Web Forces Per Ply (Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. 1 hip supports 7-0-0 jacks with no webs. C - I 775 -111 H - E 2245 - 657 Left side jacks have 7-0-0 setback with 0-0-0 cant C - H 238 -855 E - G 483 -1472 and 1-0-0 overhang. End jacks have 7-0-0 setback D - H 326 - 637 with 0-0-0 cant and 1-0-0 overhang. Right side jacks . have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. µiti tiriiu3pu r' Wind lYj f 1 • %1 rr r+ Wind loads and reactions based on MWFRS. s+ ' f,+ Right end vertical not exposed to wind pressure. r f'f tlJ •. 0. { 08 S 01 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS rrusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building omponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary racing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attachedriIdceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracininstalledperBCSIsectionsB3, B7 or 910, I applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE frawings 160A-Z for standard plate positions. 4lpine, a division of ITW BuildinclComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the µruss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover patge , , 2400 Lake Orange Dr. isting this drawing indicates acceptance of pro) essiona. engineerin responsibility solely for the design shown. The sui ability Suite 150 and useofthisdrawingforanystructureistheresponsibilityofthe uilding Desigrier per ANSI/TPI 1 Sec.2. or more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1602 / T23 / HIPM Cust: RR8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.53225 Truss Label: H1G KM / WHK 01/05/2018 7' + 10' 10"7 7' 31077 4CX6 T2 1112X44 12 6 o i+r v B 3 A FJ'J E 1 T5" 11 3'4"13 7'1"12 3'8" 11 7'1"12 + 10'10"7 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.020 F 999 360 B 572 / 198 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.076 F 999 240 F 995 / 224 / - / - / - / 11.3 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.012 F - - E 611 / 207 / - / - / - / 5.7 Des Ld: 47.00 EXP. C HORZ(TL): 0.030 F Wind reactions based on MWFRS Mean Height: 15.00 ft Noffit: 0 0 TCDL: 4.2 psf Code / Misc Criteria CreepFactor: 2.0 B Min Brg Width Reg = 1.5 Soffit: 0.00 BCDL: 5.0 psf F Min Br Width Re 1.5BldgCode: FBC 6th.ed 201 Max TC CSI: 0.805 g g E Min Brg Width Reg = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.681 Bearings B, F, & E are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ftpg Rep Factors Used: No Max Web CSI: 0.181 Bearings B & F require a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Value Set: 13B (Effective 6/1/2013) B - C 179 -449 Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading 1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. ftt4Sfle9J{ttry00! Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. N•, 0. 708 1 t S 4 S+ 1 .r COA res*naa+ri`' 1/05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall attached rigid ceillnp Locations shown forpermanent lateral have properly attached structural sheathing and bottom chord shall have a propperly restraint ofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, as applicabge. Apply to each face. oftrussand position as shown above and on the Joinf etails, unless noted otherwise. Refer to Oates drawings 160A-Zforstandardplatepositions. ALPINE Alping, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the qN W:4MpgNY this drawing truss In conformancewithANSIIPI1, or for handling, shipping, installation and bracing of.trussesA seal on or cover page.. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonarr engineering responsibility solely for the design shown. The suitability Suite 150 ANSIITPI 1 Sec.2. and use ofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperOrlandoFL, 32837 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org lob Number: N333522 Ply: 1 SEQN: 1603 / T53 / VAL Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DrwNo: 005.18.1331.53600 Truss Label: V3 KM / WHK 01/05/2018 T 11"4 1' 10"8 6' 10' 1 "8 1 12' 1' 10"8 4' 1 "8 + 4' 1 "8 T 1' 10" 8 12 6 -4X4 4X4 1112X4 = 4X4(D 1) AYAin11 B C D H G F 1112X4 1112X4 1112X4 12' 6' 6' 6' r 12' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (lbs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W 1- 98 / 31 / 54 /- / 2 / 144TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.001 H 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.003 H 999 240 Wind reactions based on MWFRS BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 F - - I Min Brg Width Req = - Des Ld: 47.00 EXP: C HORZ(TL): 0.001 F - - Bearing A is a rigid surface. Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 22.39 ft TCDL: 4.2 psf Creep Factor: 2.0P Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.117 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.074 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) C - G 248 -400 GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2z4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 0 708 1 3. +4 a n 1 yAvva ,» 01/05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracingqinstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face. orttruss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the-M-10.Mw truss in conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite 150 anduseofthisdrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1604 / T44 / VAL Cust, R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DnwNo: 005.18.1331.50600 Truss Label: V2 KM / WHK 01/05/2018 1'10" 8 1 6'1 "8 8' 1'10"8 4'3" 1110"8 12 6 [7-- ; 4 X 6 =4X6 A4X4(D1) B C= 4X4(D1) D Li G F E 1112X4 1112X4 1 8' 8' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf inPSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.001 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.003 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 E - - Des Ld: 47.00, EXP: C HORZTL 0.001 E Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 23.39 ft Creep Factor: 2.0 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.463 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.117 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.058 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . sJjJ 0. 7108 1 AT 0 LC • iW0 01/05/2018 Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W G* 97 / 26 / 53 /- / 2 / 96.0 Wind reactions based on MWFRS G Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperlyattachedrigidceilingLocationsshownforermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or B10, as applicable. Apply plates to each face oftruss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Build incL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN M COMPANY truss in conformance with ANSI/TPI 1, or for handling, shippin , installation and bracing of_trussesA seal on this drawing or cover pa e . , 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofpro) essionalq engineering responsibilitty solely for the design shown. The sui ability Suite Lake and use of. this drawing, for any structure is fhe responsibility of the Building DesigrSer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwjccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1605 / T56 / VAL Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DrwNo: 005.18.1331.53396 Truss Label: V1 KM / WHK 01/05/2018 1'10"8 4' 1,10„8 2'1„8 12 12 6 [7- 5.62 4X4-4X4(D1) v A 4X4(D1) B C D 4' 4' 4' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (lbs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W D* 97 / 11 / 50 /- / 5 / 48.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.005 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.017 999 240 Wind reactions based on MWFRS BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.002 - - D Min Brg Width Reg = - Des Ld: 47.00 EXP: C HORZ(TL): 0.004 - - Bearing A is a rigid surface. Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 24.39 ft TCDL 4.2 psf CreepFactor:2.0 Soffit: 0,00 BCDL .psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.097 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.141 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 46 i f Y o.7,08 I a a .. a T 0% Si i V a .^. e• r "e"" fi e: # Ct fy Ki1{t* h y VA COA r O1/OS/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! WARNING— IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a, propperly attached ri4id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, Refer as applicable. Apply plates to each face oftruss and position as shown above and on the JoinCDetails, unless noted otherwise. to drawings 160A-Z for standard plate positions. I Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover page .. for the design The ANR COMPANY 2400 Lake Orange Dr. listing this drawing indicates acceptance of ppro essionar engineering responsibility solely shown. sui ability and use ofthisgrawingforanystructureisfheresponsibilityoftheBuildingDesigrierperANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www. imsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1606 / T41 / MONO Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS City: 1 FROM: RDG DrwNo: 005.18.1331.52678 Truss Label: MG1 KM / WHK 01/05/2018 4, T 6" 6 1 7' 4XR B SOOV 4'10" 4' 10" i 22' 7' Loading Criteria (psf] Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.0Q Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.012 D 999 360 A 1521 / 499 / - / - / - / 4.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.044 D 999 240 C 1389 / 460 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.009 D - - Wind reactions based on MWFRS EXP: C Des Ld: 47.00 HORZ(TL): 0.021 D A Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 22.44 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor:,2.0 C Min Brg Width Reg = - Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.773 Bearing A is a surface. rigid Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.586 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: ft Re Factors Used: Yesp Max Web CSI: 0.783 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 144.00dwa FT/RT:20(0)/10(0) Chords Tens.Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 A- B 433 -1319 Lumber Value Set: 136 (Effective 6/1/2013) Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP #1 Chords Tens.Comp. Bot chord 2x6 SP SS A - D 1070 - 312 Webs 2x4 SP #3 Lumber value set '1313" uses design values Maximum Web Forces Per Ply (Ibs) approved 1/30/2013 by ALSC Webs Tens.Comp. Webs Tens. Comp. Special Loads D - B 2057 - 589 B - C 503 -1470 Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 78 plf at 0.00 to 78 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 765 lb Conc. Load at 1.40, 3.40, 5.40 Wind tgttsrtittirrrryrarWindloadsandreactionsbasedonMWFRS. f" situ Right end vertical not exposed to wind pressure. # I# xMpr Y' iiiJrr'' 4 Op i y ` 1 w 0. 708 1 i per„ p /ti''/Ri COA #! V! 4 1y1I^ iatw 01 / 05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mawcompmy truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . _ 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesslona, engineering responsibility solely for the design shown. The suitability Suite 150 anduseofthisQrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 job Number: N333522 Ply: 1 SECiN: 1607 / T12 / VAL Cusl: RR8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS City: 2 FROM: PFH DrwNo: 005.18.1331.54396 Truss Label: MV2 KM / WHK 01/05/2018 36 12 4 3'6" 12 5"4 12 1112X4Pt C I N 1 DF E 1113X6 4' 1 33 2 5" 41 r' 3'6"12 4' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (lbs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W F* 97 / 33 / 67 /- / 21 / 48.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA Wind reactions based on MWFRS BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 E F Min Brg Width Req = - Des Ld: 47.00 EXP: C HORZ () : 0.009 E Bearing A is rigid surface. g ag Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 22.56 itTL TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.198 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.164 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.083 Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 6i// . (/'fi ep 1giO7VG} s s ,! z,•o SAT 0 •; ter COA ti - ONAL vv*` 01 /05/2018 WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rI Id ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, asapplicabgle. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings16OA-Z for standard plate positions. Alpine, a division of ITW Buildingq Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the µwco,,,,,,,,,. truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona. engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1608 / T11 / VAL Cust: R R8975 JRef: 1 W709750124 FLORIDA TEEN BUILDERS Qty: 2 FROM: PFH DrwNo: 005.18.1331.53553 Truss Label: MV1 KM / WHK 01/05/2018 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 47.00 Mean C Mean Height: 23.06 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "I 3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 B I 2' B 21 2' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.007 B 999 360 VERT(TL): 0.027 B 999 240 HORZ(LL): 0.003 B - - HORZ(TL): 0.007 B Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.132 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 01/05/2018 Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W D' 97 /16 /60 /- /12 /24.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rl id ceilln Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE 1411611111 drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bui ldi ncL Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the as mvcoMrnm truss in conformance with ANSIITPI 1, or for handling shipping, installation and bracing of_trussesA seal on this drawing or cover paqe , . 2400 Lake Orange Dr. listing this drawing indicates acceptance of prolesslonaJr engineering responsibility solely forthe design shown. The suitability Suite 150 anduseofthisdrawing, for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's_general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1609 / T22 / EJAC Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 7 FROM: RDG DrwNo: 005.18.1331.53881 Truss Label: EJ7 KM / WHK 01/05/2018 L 12 6 M O Lo CM M V' B A D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional. Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0`', min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf:NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.017 D HORZ(TL): 0.040 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.956 TPI Std: 2014 Max BC CSI: 0.602 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21WAVE pTf f e{/s a ora`"s.. ay+ygy COA 0 01/05/2018 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 436 / 94 / 349 / - / 152 / 8.0 D 136 /13 /106 /- /- /1.5 C 237 /113 /153 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly d ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or 810, e. AppTy plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of ITW BuildinqqComponents Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the conformance with ANSIrfPI 1, or for handllnq, shippingq, installation and bracing of.trussesA seal on this drawiXg or cover page . _ this drawing, indicates acceptance of roTessiona engineering responsibility solely for the design shown. The sui ability e of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wJpinst.org; SBCA: www.sbcindustry.com; ICC: w Jccsat LAA61111., LPINE 2400LakeOrange Dr. Suite 150 Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1610 / T29 / EJAC Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 4 FROM: RDG DrwNo: 005.18,1331.51632 Truss Label: EJ74 KM / WHK 01/05/2018 5 Loading Criteria (psf) TOLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Z Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.041 D Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.590 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 01 /O5/2O 18 C Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL W B 426 / 115 / 329 / - / 101 8.0 D 134 /12 /103 /- /- 1.5 C 228 / 97 / 132 / - / - 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riald ceiling Locations shown forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nnmv:oMPnry truss in conformance with ANSI 1, or for handling, shippiniq, Installation and bracing oftrussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite 150 anduseofthisdrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see thisjob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .tom; ICC: www.iccsafe.orq Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1647 / T40 / EJAC Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 10 FROM: RDG DrwNo: 005.18.1331.51771 Truss Label:' EPA KM / WHK 01/05/2018 Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 "- 6"6 Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.19 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.014 C HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.596 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 y r s SAT 0 . COA 8 ONAIL s ftm yrK 01/05/2018 C A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 432 / 138 / 344 / - / 200 / 4.0 D 136 /14 /104 /- / /1.5 C 250 / 170 / 150 / - / - / 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C. Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, 1141111611141asapplicable. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINEdrawings160A-Z for standard plate positions. Alpine, a divisiofi of ITW BuildingQ Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MfiW:oMMNY truss in conformance with ANSI/TPI 1, or for handling, shlppinq, installation and bracing of.trussesA seal on this drawing or cover pae 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustr .com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1612 / T68 / EJAC Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 5 FROM' RDG DrwNo: 005.18.1331.50412 Truss Label: EJ7S KM / WHK 01/05/2018 Loading Criteria (pso TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"6 4X4(B1) Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 1'3B (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.015 B HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.777 Max BC CSI: 0.606 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 gg{i a i 4 708 c F 4ww}s ww •te k•i +°+1 i1. 6i COA'0IVA a i``' 01 /05/2018 B C Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 347 / 93 / 255 / - / 176 / - C 137 /16 /107 /- /- /1.5 B 254 / 174 / 154 / - / - / 1.5 Wind reactions based on MWFRS A Min Brg Width Req = - C Min Brg Width Req = - B Min Brg Width Req = - Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (BuildingnentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary Ser BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracingginstalledperBCSIsectionsB3, B7 or 10, cable. Apply plates to each face oftrussand position as shown above and on the JoinfDetails, unless noted otherwise. kefer to Is 160A-Z for standard plate positions. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformancewithANSI/TPI 1, or for handling, shipping, installation and bracing of_trussesA seal on this drawing or cover page , this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The s i ability e of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE MI M NMPANY 2400 Lake Orange Dr. , Suite 150 Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1613 / T54 / EJAC Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 8 FROM: RDG DrwNo: 005.18.1331.52693 Truss Label: EJ2 JB / DF 01/05/2018 T 12 C T M Lf) - 4X4(B1) 1' 10"8 1 aTe 1 1 ' 10"8 Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W B 200 / 71 / 178 / - / 68 / 4.0TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 33 / 3 / 27 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 C C 47 / 36 / 20 / - / - / 1.5 Des Ld: 47.00 EXP: C HORZ TL 0.000 C Wind reactions based on MWFRS Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 20.91 ft Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00 TCDL 4.2 psf BCDL: 5.0 sfP Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.183 D Min Br Width Reg = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.031 C Min Brg Width Reg = - Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Re Factors Used: Yesp Max Web CSI: 0.000 Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21WindDuration: 1.60 WAVE Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0:131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7t1jr. t! aypoasa ra y w7 r i a 'f 4 0.7108 1 a a ` ; Ol /05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require -extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 610, as applicabge. Applgy plates to each face oftrussand position as shown above and on the Joinf etails, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN MCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page .. 240o Lake Orange Dr. listingthisdrawingindicatesacceptanceofproessiona, engineering responsibility solely for the design shown. The -ability abilitySuite Lake and use of this drawing for any structure is fhhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: www.tpinst.or ; SBCA: www.sbcindust .corn; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1614 / T28 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 9 FROM: HMT DrwNo: 005.18.1331.53193 Truss Label: CJ5A KM / WHK 01/05/2018 4X4(B 1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 21.67 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 411 4'11'4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.006 C HORZ(TL): 0.010 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.475 TPI Std: 2014 Max BC CSI: 0.298 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 COA'0QN,AL 01/05/2018 C e Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 334 / 107 / 272 / - / 145 / 4.0 D 96 /10 /73 /- /- /1.5 C 171 /116 /102 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10; as applicable. Apply plates to each face oftruss; and position as shown above and on the Joint -Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MnW:OMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page2400 Lake Orange Dr. listing this drawingindicatesacceptanceofpro) esslona engineering responsibility solely for the design shown. The suitability Suite 150 and use ofthisr7awingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindusl .com; ICC: wwwJccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1615 / T45 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.54225 Truss Label: CJ5S .KM / WHK 01/05/2018 T 6"6 4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 47.00 Mean Height: 21.92 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4' 11 "4 4'11"4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.007 B HORZ(TL): 0.012 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.509 TPI Std: 2014 Max BC CSI: 0.308 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/l 0(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 f>tgo C- 4P k COA' i4 1.,t 01/05/2018 0 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 246 / 62 / 180 / - / 121 / - C 97 /11 /76 /- /- /1.5 B 177 /120 /108 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = - C Min Brg Width Req = - B Min Brg Width Req = - Members not listed have forces less than 375# WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached rigid ceilln Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the JoinfDetalls, unless noted. otherwise. Defer to ALPINE drawings16OA-Z for standard plate positions. Alpine, a division of ITW Build inccLL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the Mmy comvavr truss in conformance with ANSIrfPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essiona, engineering responsibility solely for the design shown. The suiCability Suite 150 anduseofthisdrawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information seethis job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustry.com; ICC: w Jccsafe.org Orlando FL, 32837 Sob Number: N333522 Ply: 1 SEQN: 1616 / T19 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.53912 Truss Label: CJ3S KM / WHK 01/05/2018 T 6"6 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 47.00 EXP: C Mean Height: 21.42 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4X4(B1) 12 B 2' 11 "4 MINE C Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.002 B HORZ(TL): 0.003 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.283 TPI Std: 2014 Max BC CSI: 0.111 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 H ,fffry r Y sa i o. 7 08 1 s p o y9 tvi — 4 COA!'; 01YAI,,. 01/05/2018 Maximum Reactions (Ibs) Loc R U Rw /Rh /RL W A 148 34 108 / - / 70 C 57 6 44 /- /- 1.5 B 106 72 64 /- /- 1.5 Wind reactions based on MWFRS A Min Brg Width Req = - C Min Brg Width Req = - B Min Brg Width Req = - Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro[erly attached ri Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply Oates to each face oftruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. LPI N Alpine, a division of ITW Build inch Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANm COMPANY truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofpro) esslona_f engineering responsibility solely for the design shown. The suitability and useofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1617 J T27 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 9 FROM: HMT DrwNo: 005.18.1331.51303 Truss Label: CJ3A KM / WHK 01/05/2018 T 6"6 i Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NC13CLL: 10.00 Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II MeaEXPn C Mean Height: 21.17 ft Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.001 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.253 Max BC CSI: 0.096 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 01/05/2018 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 242 / 81 / 207 / - / 94 / 4.0 D 55 /3 /42 /- /- /1.5 C 94 /65 /52 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Reg = - C Min Brg Width Reg = - Bearing B is a rigid surface. Members not listed have forces less than 375# WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 1310; asapplicable. Apply plates to each face. ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW BuildincL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the u mvcompn truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover paability e .. 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofroesslonaengineeringresponsibilitysolelyforthedesignshown. The sui abdtty anduseofthisrawingforanystructureistpheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com;.ICC: w Jccsafe.or Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1618 / T52 / JACK Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 13 FROM: HMT DrwNo: 005.18.1331.52882 Truss Label: CAA KM / WHK 01/05/2018 T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 47.00 EXP: C Mean Height: 20.67It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"4.0", min. toe -nails at bottom chord. 12 6 C T T rn 11,14 1, + 11 4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): NA B 182' / 72 / 173 / - / 45 4.0 Lu: NA Cs: NA VERT(TL): NA D 12 / 6 / 13 / - / - 1.5 Snow Duration: NA HORZ(LL): -0.000 C C -12 / 27 / 20 / - / - 1.5 HORZ(TL): 0.001 C Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.183 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.020 C Min Brg Width Req = - Rep Factors Used: Yes Max. Web CSI: 0.000 Bearing B is a rigid surface. FT/RT:20(0)/l0(0) Members not listed have forces less than 375# Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 H Oft s,fi :{ o. 7.os 1 o fi • 44 COA'sf ' ONgt, 01 /05/2018 WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcabgle. App y plates to each face oftruss and position as shown above and on the Joinf Details, unless noted otherwise. Defer to ALPINE 1st ,, drawings160A-Z for standard plate positions. A 1 v t Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AMIW COMPANY truss in conformance with ANSIFfPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover paqe .. 2400 Lake orange Dr. listing thisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 and useofthisdrawing, forany structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Sob Number: N333522 Ply: 1 SEQN: 1619 / T50 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: HMT DrwNo: 005.18.1331.52396 Truss Label: CAS KM / WHK 01/05/2018 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP. C Des Ld: 47.00 Mean Height: 20.92 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 01 12 6 4X4(B1) C 11 "4 T Snow Criteria (Pg,Pf in PS,F) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.000 B HORZ(TL): 0.000 B Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 20V Max TC CSI: 0.027 TPI Std: 2014 Max BC CSI: 0.007 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 aaa•••.a•;# a 01 /05/2018 T 0 t' t at P,P Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 51 /6 /36 /- /21 / - C 17 /2 /13 /- /- /1.5 B 32 /24 /20 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = - C Min Brg Width Req = - B Min Brg Width Req = - Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a pro erly attachedriidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracininstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the o ,u truss in conformance with ANS!/l PI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawirSg or cover paqe , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suifablllty Suite 150 and useofthisr7awingforanystructureisfheresponsibilityofthebuildingDesigrierperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wJccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1620 / T32 / JACK Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Oty: 6 FROM: HMT DrwNo: 005.18.1331.51928 Truss Label: CJ5 KM / WHK 01/05/2018 Loading Criteria (psf) TCLL: 20.00 TCDL: 17.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1' 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 ID HORZ(TL): 0.013 ID Creep Factor: 2.0 Max TC CSI: 0.422 Max BC CSI: 0.287 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 01 /05/2018 IN M d1 CV Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 338 / 76 / 277 / - / 112 / 8.0 D 94 /8 /71 /- /- /1.5 C 163 /78 /103 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI an SBCA) foi safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Jolnt"Details, unless noted otherwise. Refer to ALPINE drawings16OA-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the trussinconformancewithANSI/TPI 1, or for handlingq,, shippingg, installation and bracing of,trussesA seal on this drawing or cover pa e . , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) esslonaJ engineering responsibility solely for the design shown. The su,Pablllty Suite Lake and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 r__ . . _ _. Job Number: N333522 Ply: 1 SEQN: 1621 / T66 / JACK CusC R R8975 JRef: 1 W7d89750124 1 FLORIDA TEEN BUILDERS Qty: 2 FROM: RDG DrwNo: 005.18.1331.53726 Truss Label: CJ54 KM / WHK 01/05/2018 315 1 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0:00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. C 12 co 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.006 D HORZ(TL). 0.013 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.391 TPI Std: 2014 Max BC CSI: 0.278 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21WAVE 01/05/2018 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 330 / 92 / 261 / - / 75 18.0 D 93 /8 /70 /- /- /1.5 C 156 /66 /89 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, asapplicable. Apply Oates to each faceoftrussand position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z forstandardplatepositions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the wm co rnNr truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover patge , . 2400 Lake Orange Dr. listing this drawing indicatesacceptanceofproessionaengineeringresponsibilitty solely for the design shown. The sui ability Suite Lake and use of this r7rawing for any structure is phe responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al - ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust com; ICC: wwwJccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1622 / T58 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 6 FROM: HMT Dnallo: 005.18.1331.51443 Truss Label: CJ3 KM / WHK 01/05/2018 M 7- ZY) 0) tS T M N 4"3 D I 1, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist. 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2'11'A 2'11'A Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 ID HORZ(TL): 0.002 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.180 TPI Std: 2014 Max BC CSI: 0.091 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21WAVE GE Si t 0.7108 1 01 /05/2018 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 248 /61 1212 /- /74 /8.0 D 52 /4 /41 /- /- /1.5 C 87 /43 /52 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperlyattachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracininstalledperBCSIsectionsB3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. tefer to ALPINEdrawings160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN rrW COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 240o Lake Orange Dr. listing this drawing indicates acceptance of pro essiona, engineering responsibility solely for the design shown. The suitability Suite Lake and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: w Jpinst.or ; SBCA: www.sbcindustr .corn; ICC: wwwjccsafe.orq Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1623 / T67 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 2 FROM: RDG DrwNo: 005.18.1331.54162 Truss Label: CJ34 KM / WHK 01/05/2018 Loading Criteria (psf) TCLL: 20.00 TCDL: 17:00 BCLL: 0.00 BCDL: 1 O;00` Des Ld: 47.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 4 C A 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow. Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.161 Max BC CSI: 0.085 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 N 0.708 1 O Y i1 t SAT Q 10, CO 01 /05/2018 Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 242 /71 /199 /- /50 /8.0 D 51 /4 /39 /- /- /1.5 C 82 /35 /45 /- !- /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Reg = - C Min Brg Width Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached ri id ceilln Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10, as applicab a. App y plates to each face oftruss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINEdrawings160A-Z for standard plate positions. Alpine, a division of ITW Build inl Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN COMPANY truss in conformance with ANSI lI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui abdlty Suite Lake and use of this gnawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: wwwjccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1624 / T31 / JACK Cust: R R8975 JRef: 1 W89750124 FLORIDA TEEN BUILDERS Qty: 7d 6 FROM: RDG DrwNo: 005.18.1331.53459 Truss Label: CJ1 KM / WHK 01/05/2018 T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 47.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. F 12 6 C 2X4(A1) 11114 11 "4 co_ F T M Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.171 TPI Std: 2014 Max BC CSI: 0.022 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 01 /05/2018 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 196 /66 /189 /- /36 /8.0 D 7 /11 /14 /- /- /1.5 C -21 /35 /24 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Reg = - C Min Brg Width Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilm Locations shown forpermanent lateralrestraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicabgle. Apply plates to each face ofptruss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ALPINE10111 drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,,,,wroM,,,,,,. truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 and use ofthisdrawingforanystructureistheresponsibilityofthebuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: w .t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1625 / T24 / JACK Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 2 FROM: RDG DrwNo: 005.18.1331.49975 Truss Label: CJ14 KM / WHK 01/05l2018 12 4 IV C T T T_ I'" I" r` 315 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 11 "4 1, 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 191 / 88 / 174 / - / 25 / 8.0Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA D 7 / 11 / 16 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.000 D C -21 / 31 / 24 / - / - / 1.5 HORZ(TL): 0.000 C Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.159 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.020 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 17.02.01A.1115.21WAVE 4• ( y0. 7,08 1 w a S S Ai 0 ' i co tipN L r, 01 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 910, as applicabgle. Applgy Oates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f efer to ALPINE 1 LINEdrawings160A-Z for standard plate positions. A Alpine, a division of ITW BuildingpComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the aamvcoMPnnr truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The sui ability Suite Lake and use of this drawing for any structure is fhe responsibility of the Building Desigrier per ANSI(TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcmdust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1626 / T30 / HIP_ Cust: RR8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 3 FROM: HMT DrwNo: 005.18.1331.49506 Truss Label: HJ7 KM / WHK 01/05/2018 5'2"5 + 9110"1 5'2"5 4711 M h v 1 5, 9'5„7 9'5"7 14"10 1 "1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.017 C 999 360 B 425 / 125 /- /- /- / 10.6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.067 C 999 240 E 443 / 56 / - / 1 / 0 / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.006 F - - D 305 / 156 / - / - / - / 1.5 EXa C Des 47.00 HORZ TL : 0.014 IF Wind reactions based on MWFRS CLLd: Mean Height: 15.00 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 B Min Br Width Re 1.59q TCDL: 4.2 sfp Soffit: 0.00 BCDL:5.0 sf BldgCode: FBC 6th.ed 201 Max TC CSI; 0.901 E Min Brg Width Req = P Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.623 D Min Brg Width Req = Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.420 Bearing B requires a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02 01A 1115 21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Value Set: 13B (Effective 6/1/2013) B - C 341 -817 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - F 769 -308 Loading Maximum Web Forces Per Ply (Ibs) Hipjack supports 6-11-8 setback jacks with no webs. Webs Tens.Comp. Wind C - F 333 -831 Wind loads and reactions based on MWFRS. Additional Notesyyttittif t10if/t 7t Provide (3) 0,131"x3.0", min toe -nails at top chord. Provide (3) 0.131 "x3.0", min toe -nails at bottom chord. 0 0( C x r b sy `'•#M t1wly ate! `"" co 9 IN 01/05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. F7efer to ALPINEdrawings160A-Z for standard plate positions. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN RW :oMPANY truss in conformance with ANSI/TPI 1, or for handling' shipping, installation and bracing of.trussesA seal on this drawing or cover pa e _ , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essionag engineering responsibility solely for the design shown. The suitability Suite Lake and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.oFg Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1627 / T21 /HIP_ KKM R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 4 FROM: HMT o: 005.18.1331.53725 Truss Label: HJ7A / WHK 01/05/2018 5'2"3 9110,11 5'2"3 47'14 D 12 4.24 3X6 C N o n v B es A F F Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 47.00 EXP: C Mean Height: 22.18 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24:0 " C&C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (3) 0.131"x3.0", min toe -nails at top chord. Provide (3) 0.131 "x3.0", min toe -nails at bottom chord. 9'S"10 i4"¢ 9'5"10 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 423 / 181 / - / - / - / 4.9Pf: NA Ce: NA VERT(LL): -0.023 C 999 360 Lu: NA Cs: NA VERT(TL): 0.061 C 999 240 E 439 / 101 / - / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.010 E - - D 312 / 209 / - / - / - / 1.5 HORZ(TL): 0.012 E Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.809 E Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.621 D Min Brg Width Req = - Rep Factors Used: No Max Web CSI: 0.392 Bearing B is a rigid surface. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02.01A.1115.21 Chords Tens.Comp. B - C 441 - 743 01/05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 688 - 398 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 437 - 755 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted o herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brag,ncl installed per BCSI sections B3, B7 or 10, asapplicable. Apply plates to each face of truss and position as shown above and on the nt Details, unless noted otherwise. Refer to ALPINE drawings16OA-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN rTW COMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproessionaengineer'mg responsibility solely for the design shown. The suitability and useofthisgnawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.orq Orlando FL, 32837 job Number: N333522 Ply: 1 SEQN: 1628 / T63 / HIP_ Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.52506 Truss Label: HJ74 KM / WHK 01/05/2018 5'3"7 5'3"7 T315 9'10"1 4'6" 10 61"11 4'1"8 _1 6- f1'5" 7 5'1"11 7 9'3"3 1 9'1 "1 Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria a Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.038 G 999 360 H 415 / 128 / - / - / - / 10.6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.142 G 999 240 E 427 / 64 / - / 0 / - / 1.5 BCDL 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.009 F - - D 305 / 151 / - / - / - / 1.5 Ld: EXP: C HORZ TL 0.020 F Wind reactions based on MWFRSDes CL 0.000 Mean Height: 15.00 ft ( ) g Code / Misc Criteria CreepFactor: 2.0 H Min Brg Width Req = 1.5 Noffit: 0mo TCDL: 4.2 psf E Min Br Width Re Soffit: 0:00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.786 g q = " p TPI Std: 2014 Max BC CSI: 0.673 D Min Brg Width Reg = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.579 Bearing H r a rigidseatsurface. P 9 Bearing H requires a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, 18SS VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Value Set: 13B (Effective 6/1/2013) B - C 375 -1283 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set 13B" uses design values approved 1/30/2013 by ALSC B - G 1237 -360 G - F 1225 -367 Loading Maximum Web Forces Per Ply (Ibs) Hipjack supports 6-11-8 setback jacks with no webs. Webs Tens.Comp. Wind C - F 382 -1275 Wind loads and reactions based on MWFRS. Additional Notes Provide 1Bti9fti6fe#6ilrr 0.131"x2l-0", min toe -nails at top chord. Provide (3) 0.131"x3.0", min toe -nails at bottom chord.$ Az . irk° rrp 0. 708 S T O Y° A: r t Co fO00,caiAL „, 01 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rl id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, g' A ' as applicabgle. App y plates to each face. oftrussand position as shown above and on the Jolnf Details, unless noted otherwise. Refer to ALPINE V E drawings160A-Zforstandardplatepositions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN nW COMPANY truss in conformance with ANSI/l PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of ppromesslonarr engineering responsibility solely for the design shown. The suitability Suite 150 and use ofthisdawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSIJTPI1Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.or ; SBCA: w .sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1629 / T51 / HIP_ Cusl: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS City: 1 FROM: HMT DrwNo: 005.18.1331.50351 Truss Label: HJ7S KM / WHK 01/0512018 T 6" 6 3X4( B1) Loading Criteria ( psf) Wind Criteria TCLL 20.00 Wind Std: ASCE 7-10 TCDL: 17.00 Speed: 150 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 47.00 Mean Height: 22.43 ft NCBCLL 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C& C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 1. 3B ( Effective 6/l/2013) Top chord 2x4 SP # 2 N Bot chord 2x4 SP # 1 Webs 2x4 SP #3 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6- 11- 8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (3) 0.131" x3.0", min toe -nails at top chord. Provide (3) 0.131" x3.0", min toe -nails at bottom chord. 5'2"3 5' 2"3 TY10 9151,10 9' 10" 1 47' 14 1 C Snow Criteria ( Pg, Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): -0.023 B 999 360 A 382 / 160 ! - / - / - / 4.9 Lu: NA Cs: NA VERT(TL): 0.059 B -999 240 D 443 / 105 / - / - / - / 1.5 Snow Duration: NA HORZ( LL): -0.010 D - - C 311 / 211 / - / - / - / 1.5 HORZ(TL): 0.012 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 A Min Brg Width Req = 1.5 Bldg Code: FBC 6th. ed 201 Max TC CSI: 0.803 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.627 C Min Brg Width Req = - Rep Factors Used: No Max Web CSI: 0.397 Bearing A is a rigid surface. FT/RT:20(0)/ l0(0) Members not listed have forces less than 375# Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17. 02,01A.1115.21 Chords Tens.Comp. A - B 449 - 749 H. Ji yAf9Yl!8 yy1 yam V j R '# S ss CO ' 1NAL Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - E 696 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 446 - 763 01 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary . bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling LocationsshownforpermanentlateralrestraintofwebsshallhavebracingqinstalledperBCSIsectionsB3, B7 or 910, as applicab e. Apply plates to each face ofptruss and position as shown above and on the Join i Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Aloine. a division of ITW Buildina Comoonents Grouo Inc. shall not be responsible for anv deviation from this drawing,any failure to build the ss in conformance with ANSI11 HI 1; or for handling, shlppinq, Inst ting this drawing, indicates acceptance of proiesslonarr eng d use of this drawingforanystructureisfheresponsibilitymoreinformationseethisjob' s general notes page and these web sites: ALPINE: TPI: 1 seal on this drawing or cover pa e f for the design shown. The suit9ability ANSI/TPI 1 Sec.2. ALPINE MR COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 glob Number: N333522 Ply: 1 SEQN: 1630 / T42 / HIP_ Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 2 FROM: RDG DrwNo: 005.18.1331.50740 Truss Label: HJ2 KM / WHK 01/05/2018 T L 12 C4.24 T I 4X4(B1) 00 27 VY 1 2'7"1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 17.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): NA B 102 / 51 / - / - / - 14.9 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 4 / - / 7 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D C 18 / 12 /- /- / - / 1.5 Des Ld: 47.00 EXP: C HORZ(TL): 0.001 D - - Wind reactions based on MWFRS Mean Height: 20.90 ft B Min Br Width Re 1.5NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 9 q Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.136 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.031 C Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 1-10-0 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. etrttrttseftf Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 0 pf1+ y'rff E S v y 40 st S 0 •IV ast a0ls +` co 01/05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r sashipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. Defer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Build inccL Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the MMCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shlppinq, installation and bracing oftrussesA seal on this drawing or cover page , 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suifabllity Suite 150 anduseofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: wwwJccsafe.org Orlando FL, 32837 glob Number: N333522 Ply: 1 SEQN: 1631 / T17 / SY42 Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 9 FROM: PFH DrwNo: 005.18.1331.50053 Truss Label FT1 KM / WHK 01/05/2018 W 8' 1 "8 10'6"10 18'8"10 8'1"8 2'5"2 8'2" 2'6" 2,6"12 2,6"12 —{ TYP) 4X6 1.5X3 =4X4 =W=3X4 A B C D E X W V U T S 1.5X3 =4X6 =4X4 1111.5X3 I1111.5X3 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00Category: NA Des Ld: 55.00 EXP: NA Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 4x2 SP #2 N :T2 4x2 SP #1: Bot chord 42 SP #1 :B2 42 SP #2 N: Webs 42 SP #3 Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 3X4 except as noted. Additional Notes 2x6 # 3 HEM -FIR or better continuous strongback. Attach to each truss where shown with 3-11 Box or Gun nails (0,128"x3",min.). Strong back material to be supplied by erection contractor. Truss must be installed as shown with top chord up. 2' 6"12 2'6"12 F5'i 3X3 4X4 IIAX6 F G HI JK F T3" Y R QP O N M L III1. 5X3 1111.5X3 =4X4 =4X6 1111.5X3 W= 3X6 18, 81,10 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.233 R 939 360 X 1030 / - / - / - / - / 7.3 Lu: NA Cs: NA VERT(TL): 0.506 F 602 240 J 1013 /- / - / - / - / 3.0 Snow Duration: NA HORZ(LL): 0.039 M - - X Min Big Width Req = 1.5 HORZ( TL): 0.062 B J Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings X & J are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.874 Bearing X requires a seat plate. TPI Std: 2014 Max BC CSI: 0.997 Rep Factors Used: Yes Max Web CSI: 0.605 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:12(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -723 F - G 0 -2720 B- C 0 -1916 G-H 0 -2037 C- D 0- 2669 H- 1 0 - 786 D- E 0- 2669 I- J 0 - 850 E - F 0 -2927 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W- V 1435 0 R- Q 2927 0 V- U 2398 0 Q- P 2474 0 U- T 2398 0 P- 0 2474 0 T- S 2925 0 O- N 2474 0 S- R 2927 0 N- M 1600 0 Maximum Web Forces Per Ply (Ibs) , ttttxtntsrrsprjrd,, Webs Tens.Comp. Webs Tens. Comp. 7fr A - X 0 -1008 F - Q 11 - 564 A - W 1151 0 Q - G 447 0 s}°° °"•, f '+ W- B 0 -1131 G- N 0 - 675 A• 1»{`%% B- V 763 0 N- H 694 0 V- C 0 -744 H-M 0 -1190 C- Tg :' I1Q.%08 _ T -E 470 -618 M- J 1270 0 S ; At- AtpSOHiW , O1/ 05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) fo'r sa{ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri Id ceiling Locations shown forpermanent lateralrestraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 610, as applicabgle. Apply plates to each face oftrussand position as shown above and on the Joinf etails, unless noted otherwise. Defer to LPG drawings 160A- Zforstandardplatepositions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the MN-'OMPAW truss in conformance with ANSI/l Pl 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustr .com; ICC: wwwjccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1632 / T9 / SY42 Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: HMT DrwNo' 005.18.1331.49507 Truss Label FT1A KM / WHK 01/05/2018 T 1 8.1118 9' 8"8 18'5"9 8'1"8 1'7" ' I' 8.9111 h11i 2'6., 2,6"12 2,6"12 TYP) 4X6 1.5X3 =4X4 ABC D I —IX W V U T S 1.5X3 = 4X6 =4X4 1111.5X3 1111.5X3 1112X4 1' 4" 8 2'6" 12 2'6"12 1111.5X3 = 3X6 =5X8 1112X4 E F G H I J 17'215 R Q PO N ML" K 1111.5X3 = 4X6 1114X6 W=3X6 1111.5X3 18'5" 9 Loading Criteria ( psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 40. 00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 10. 00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.147 S 999 360 X 976 / - / - / - / - / 7.3 BCLL: 0. 00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.382 D 877 240 L 3174 / - % - / - / - / 5.7 BCDL: 5. 00 Category: NA Snow Duration: NA HORZ(LL): 0.027 B - - X Min Brg Width Req = 1.5 Des Ld: 55.00 EXP: NA HORZ(TL): 0.045 L - - L Min Brg Width Req = 1.5 Mean Height: NA ft Bearings X & L are a rigid NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 9surface.TCDL: NA psf Bearing X requires a seat I Soffit: 2.00 BCDL: NA psf Bldg Code: FBC sth.ed 201 Max TC CSI: 0.744 9 q pate. Load Duration: 1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.963 Members not listed have forces less than 375# Spacing: 24. 0 " C&C Dist a: NA ft Rep Factors Used: Yes Max Web CSI: 0.627 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA FT/RT:12(0)/10(0) Chords Tens. Comp. Chords Tens. Comp. I: NA GCpi: NA Plate Type(s): Wind Duration: NA WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -679 E - F 0 - 2628 Lumber B- C 0 -1787 F- G 0- 2199 C- D 0- 2444 G- H 0- 1359 Value Set: 13B (Effective 6/1/2013) D - E 0 -2633 Top chord 4x2 SP #2 IN Bot chord 4x2 SP #1 :B2 4x2 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 4x2SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/ 30/2013 by ALSC W - V 1347 0 ' Q - P 2502 0 V- U 2225 0 P- O 2502 0 Special Loads: U- T 2225 0 O- N 1894 0 Lumber Dur. Fac.=0.90 / Plate Dur.Fac.=0.90) T - S 2633 0 N - M 751 0 TC: From 100 plf at 0.00 to 100 plf at 18.34 S - R 2633 0 M - L 751 0 BC: From 10 pif at 0.00 to 10 plf at 18.34 R - Q 2502 0 TC: 1550 lb Conc. Load at 16.15 TC: 328 lb Conc. Load at 17.03 Maximum Web Forces Per Ply (Ibs) TC: 247lbC'onc. Load at 18.34 yNesoctrt€s' rr rrjrs Webs Tens.Comp. Webs Tens. Comp. Plating Notes H. `r$`, rf A- X 0- 955 F- O 0 - 477 All plates are 3X4 except as noted, ,,•*'•r<.., Js{ A - W 1082 0 O - G 494 0 ti}t ; 0+ 0* # j 0 i . r r, W - B 0 -1061 G - N 0 - 857 Additional Notes ; " S' • 1 B - V 697 0 N - H 946 0 2x6 #3 HEM -FIR or better continuous strongback. a'i ' r* a V - C 0 -676 H - L 0 - 2428 Attach to each truss where shown with 3-1 Od Box or $ ; o. 7,08 C - T 398 0 L - 1 0 - 781 Gun nails ( 0.128"xW,min.). Strongback material to i D 54 -486 1 - K 396 0 be supplied by erection contractor. ® • a R - F 539 -156 Truss must be installed as shown with top chord up. S AT 0 og •• COA # 0A fft iM$ fii 01 /05/ 2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN nW COMPANY truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover patge Ability 2400Lake Orange Dr. listing thisdrawingindicatesacceptanceofproessionaengineeringresponsibilitysolelyforthedesignshown. The sui ability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 or more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: www.t inst.or ; SBCA: www.sbandust .corn; ICC: www.iccsafe.org Orlando FL, 32837 e Job Number: N333522 Ply: 1 SEQN: 1633 / T71 / SY42 Cusl: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331:50678 Truss Label: FT1G KM / WHK 01/05/2018 8'1 "8 10'7"8 14'9" 18'8"10 8'1"8 2-6" 4'1"8 3'1110 1 2'6" 2,6"12 2,6"12 — TYP) 6X6 1.5X3 =5X5 =5X5 1113X8 A B C D I`"IZ Y X W V U T 1.5X3 =6X6 =5X5 1114X6 W=3X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA Des Ld: 55.00 EXP: NA Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/l/2013) Top chord 4x2 SP #1 Bot chord 42 SP #2 N :B2, B3 4x2 SP #1: Webs 42 SP #3 :W21 4x2 SP #2 N: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSO Special Loads Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 100 plf at 0.00 to 100 pif at 18.61 BC: From 10 plf at 0.00 to 10 plf at 18.30 TC: 695 lb Conc. Load at 14.63 Plating Notes All plates are 3X6 except as noted. Additional Notes 2x6 #3 HEM -FIR or better continuous strongback. Attach to each truss where shown with 3-10d Box or Gun nails (0.128"x3",min.). Strongback material to be supplied by erection contractor. Truss must be installed as shown with top chord up. f 2,6"12 } ' 3 1 1 2 { F d 1113X4 =W=3X4-4XW=3X4 =6X6 1116X8 E F G H I J KL W2 S R Q P O N MW=3X6 -6X8 =8X813X4 8,8"10 18'8"14 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.267 E 818 360 Z 1176 / - / - / - / - 7.3 Lu: NA Cs: NA VERT(TL): 0.512 E 578 240 K 1563 / - / - / - / - 3.0 Snow Duration: NA HORZ(LL): 0.028 N - - Z Min Brg Width Req = 1.5 HORZ(TL): 0.039 N K Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings Z & K are a rigid surface. Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.885 Bearing Z requires a seat plate. TPI Std: 2014 Max BC CSI: 0.973 Rep Factors Used: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:12(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 A-B 0 -915 F-G 0 -4138 B- C 0- 2464 G- H 0- 3575 C- D 0- 3571 H- I 0- 3575 D- E 0- 4107 I- J 0- 3575 E-F 0-4138 J -K 0 -1482 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Y-X 1816 0 S -R 4115 0 X-W 3116 0 R-Q 4115 0 W-V 3116 0 Q -P 4022 0 V-U 3116 0 P-0 4022 0 U- T 4097 0 O- N 2849 0 T - S 4107 0 yttsssttffisu+prear i Maximum Web Forces Per Ply (Ibs) rr ` jAr * fif* Webs Tens.Comp. Webs Tens. Comp. 6•t»-•oi•» j ` r> A - Z 0 -1132 E - Q 387 -486 3•a+° " L » A - Y 1352 0 Q - G 413 - 38 M Y-B 0-1361 G-O 0 -628 7`08 1 B - X 980 0 1-0 X-C 0 -959 O-J 26 - 527 1217 0 U 728 0 J- N 0- 2066 ez U-D 0 -1015 N -K. 2163 0 T D - T 403 -107 ttgrtt 01/05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the, latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unlessnoted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the n my coMPnNr truss inconformancewithANSI[TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page _ . 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofpro7essionarengineeriinqresponsibilitysolelyforthedesignshown. The suitability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: w ..al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.org Orlando FL, 32837 - lob Number: N333522 Ply: 1 SEQN: 1634 / T8 / SY42 Cust RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: PFH DrwNo: 005.18.1331.49771 Truss Label: FT1GE KM / WHK 01/05/2018 2 r 1'2"1 8010 18'5"2 18i8"10 1'9" 5'0"14 10'4"B 3 8 g g 1'3"12 r 1 6'5"14 —-}^- 2'6" 2.6••12 {27"4 2.5"8 TYP) F— 2111'4" -{ TYP) W= 3X4 3X4 = 3X4 =4X6 =3X6 =4X6 6X6 A B C 0 E G H I J K LM S R Q P O N Z Y X W V T =4X6 =4X6 =3X4 =-6X6 1112X4 = 3X4 L " 4 9' 9'1"6 r• 18'8"10 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs), or *=PLF TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W Z 62 / - / - / - / - / 7.3 TCDL: 10.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.048 P 999 360 BCLL: 0.00 Enclosure: NA Lu; NA Cs: NA VERT(TL): 0.191 P 920 240 Z* 510 / - / - / - / - / 108 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.007 O - - L 1335 /- / - / - / - / 3.0 Des Ld: 55.00 EXP: NA HORZ( TL): 0.017 O - - Z Min Brg Width Req = 1.5 Code / Misc Criteria NCBCLL: 10.00 Mean Height: NA ft TCDL: NA psf Creep Factor: 2.0 Z Min Brg Width Req = - Soffit: 2.00 BCDL: NA psf pBldg Code: FBC 6th.ed 201 Max TC CSI: 0.836 L Min Brg Width Req = 1.5 Load Duration: 1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.724 Bearings Z, Z, & L are a rigid surface. Bearing Z requires a seat plate. Spacing: 24.0 " C&C Dist a: NA ft Rep Factors Used: No Max Web CSI: 0.779 Loc. from endwall: NA FT/RT:20(0)/l0(0) Members not listed have forces less than 375# I: NA GCpi: NA Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: NA WAVE VIEW Ver: 17.02.01A.1115.21 Chords Tens.Comp. Chords Tens. Comp. Lumber G- H 745 0 J- K 0 -1997 Value Set: 13B (Effective 6/1/2013) H - I 745 0 K - L 0 -1097 Top chord 4x2 SP 2400f-2.OE :T1 4x2 SP #1: I - J 0 -1241 Bot chord 42 SP #2 N Webs 4x2 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set 1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC S- R 570 0 Q- P 1937 0 Special Loads R- Q 1937 0 P- O 2034 0 Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 300 plf at 0.00 to 300 plf at 16.15 Maximum Web Forces Per Ply (Ibs) TC: From 100 plf at 16.15 to 100 plf at 18.59 Webs Tens.Comp. Webs Tens. Comp. BC: From 10 plf at 0.00 to 10 plf at 18.30 TC: 125 lb Conc. Load at 0.04 A - Y 0 -412 1 - R 1064 0 TC: 574 lb Conc. Load at 16.15 y111t} gfflfff7;+rf Y - B 0 -434 R - J 0 -1074 rsaj# Plating Notes. r ,,, G- S 0 -763 K-O 0 -1521 S - I 0 - 2089 O - L 1636 0 All plates are 1.5X3 except as noted. Additional Notes y43 •+\°"V i+' +s/ M Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. See ANSI/TPI 1 Sect 7 for additional bracing requirements. Bracing material to be supplied by ;o. C - X 0 -409 E - V 0 -428 erection contractor. s' rW 0 -390 Truss must be installed as shown with top chord up. tl( A"""""fir. COA # 0 NA 1 01 / 05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingq shipping, installing and bracing. Refer to and follow the latest edition Component of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attachedrigidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each faceof truss and position as shown above and on the Joint-Detalls, unless noted otherwise. refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MFrWCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or listing this drawing, indicates acceptance of pro) esslona-r engineering responsibility solely for the design shown. ANSI/TPIcoverpage , , 2400 Lake Orange Dr. The suifbbllltySuite150anduseofthisdawingforanystructureisfheresponsibilityoftheBuildingDesignerper1Sec.2. For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: wJpinst.or ; SBCA: www.sbcindust .corn; ICC: w Jccsafe.org Orlando FL, 32837 glob Number: N333522 Ply: 1 SEQN: 1635 / T6 / SY42 Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qly: 5 FROM: RDG DrwNo: 005.18.1331.49787 Truss Label: FT2 KM / WHK 01/05/2018 T 50 l 512 6'10"8 8'8" 15'6"8 6'10"8 11'9"8 6'10"8 2'6" 2'6"12 —f ¢ 1'4"8 1'4"8 +-- 2,6"12 { T'P) 4X6 1.5X3 III 1.5X3 III 1.5X3 A B C D E F G 1.5X3 —vA`r 112X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 42 SP #2 N Bot chord 42 SP #2 N Webs 42 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 3X4 except as noted. Additional Notes 2x6 #3 HEM -FIR or better continuous strongback. Attach to each truss where shown with 3-10d Box or Gun nails (0.128"xW,min.). Strongback material to be supplied by erection contractor. Truss must be installed as shown with top chord up. III I.DAJ III I.DAJ 4X6 1.5X3 H 4A'4 =1.5X3 1112X4 15'6"8 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.117 D 999 360 S 841 / - / - / - / - / 7.3 Lu: NA Cs: NA VERT(TL): 0.240 D 999 240 J 841 / - / - / - / - / 7.3 Snow Duration: NA HORZ(LL): 0.024 K - - S Min Brg Width Req = 1.5 HORZ(TL): 0.036 B J Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings S & J are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.587 Bearings S & J require a seat plate. TPI Std: 2014 Max BC CSI: 0.812 Rep Factors Used: Yes Max Web CSI: 0.434 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:12(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -572 E - F 0 -1920 B-C 0 -1455 F-G 0 -1455 C- D 0 -1920 G- H 0 - 572 D - E 0 -1926 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. R-Q 1132 0 N-M 1772 0 Q- P 1 T72 0 M- L 1772 0 P-0 1772 0 L-K 1132 0 O - N 1926 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. itsutfut>ttttry A - S 0 - 822 N - F 453 - 49 R - RB 910 - 890 L - G 512 4800 T'+;*pWf14la414 l t ir B-Q 512 0 G-K 0 -890 S Ylst{j St,'i L. Q-C 0 -489 K-H 912 0 J yi.i yr C - 0 453 - 49 H - J 0 - 822 710841 V/ S Ai 4 21% .: 111 P 40 01 /05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ComponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 10, as applicable. Apply plates to each faceoftrussand position as shown above and on the Jolnf"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z forstandardplatepositions. Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the N nW :OMpANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawing indicatesacceptanceofproesslonaengineeringresponsibilitysolelyforthedesignshown. The suitability Suite 150 and use of thisdrawingforanystructureisfheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w. Jccsafe.org Orlando FL, 32837 dob Number: N333522 Ply: 1 SEQN. 1636 / T4 / SY42 Cust RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS City: 1 FROM: RDG DrwNo: 005.18.1331.54459 Truss Label: FT2GE KM / WHK 01/05/2018 2' 2 r 1 f 13'5"12 l' 2'l1" -}— 1'4" -- TYP) 15'2" 3X4 1112X4 A B c D E F G H I J K LM T 1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria a Maximum Reactions (Ibs), or'=PLF TCLL: 40.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W O` 382 / 31 / 31 / - / - / 186TCDL: 10.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.002 B 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.008 B 999 240 Wind reactions based on MWFRS BCDL: 5.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 AA - - 0 Min Brg Width Req = - Des Ld: 55.00 EXP:C HORZ(TL): 0.002 AA Bearing AA is a rigid surface. Code / Misc CriteriaNCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Bearing AA requires a seat I9qpate. Soffit: 2.00 BCDL: 3.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.424 Load Duration: 1.00 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.030 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: 3.00 It RepRep Factors Used: Yes Max Web CSI: 0.257 Web Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/10(0) Webs Tens.Comp. Webs Tens. Comp. GCpi: 0.18 Plate Type(s): A -AA 23 -405 Z - B 82 -449 VIEW Ver: 17.02.01A_1115 21WindDuration: 1.00 WAVE Lumber Maximum Gable Forces Per Ply (Ibs) Value Set: 13B (Effective 6/1/2013) Gables Tens.Comp. Gables Tens. Comp. Top chord 4x2 SP #2 N C - Y 72 -431 H - T 67 -482 Bot chord 4x2 SP #2 N D - X 67 -440 I - S 67 -445 Webs 4x2 SP #3 E - W 67 -477 J - R 69 -424 Lumber value set "1313" uses design values F - V 67 -518 K - Q 81 -434 approved 1/30/2013 by ALSC G - U 67 -519 L - P 58 -386 Bracing Sheathing is required for any longitudinal(drag) forces. All connections to be designed by the building designer. Special Loads Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) tss;tNtt#ftTC: From 291 plf at 0.00 to 350 plf at . 5.88 +EsrpsrsssTC: From 387 plf at 5.88 to 387 plf at 9.42 d TC: From 350 plf at 9.42 to 291 plf at 15.29k l Fs+y BC: From 10 plf at 0.00 to 10 plf at 15.29 `7Fr a+"' 8•°'•°'*..• 'rfi TC: 324 lb Conc. Load at 0.04,15.29?NY,a°{ Plating Notes All plates are 1.5X3 except as noted. 0. 08 1 a Wind e Wind loads based on MWFRS with additional C&C ' member design. S,,:PW4 S AT {j • ` s Additional Notes See ANSI/TPI 1 Sect 7 for additional bracing requirements. Bracing material to be supplied byp terectioncontractor. CgOi AL'a a> Truss must be installed as shown with top chord up. ss € , 01/ 05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached mid ceilm Locations shown forpermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 910, as applicabgle. Applgy plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE drawings 160A- Zforstandardplatepositions. Alpine, a division of ITW Bui ldi ncL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MrTWCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge .. 2400 Lake Orange Dr. listing this drawingindicatesacceptanceofpro) esslonar engmeerm responsibility solely for the design shown. The sui ability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 1Job Number: N333522 Ply: 1 SEQN: 1637 /T10 / SY42 Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 4 FROM: RDG DrwNo: 005.18.1331.52271 Truss Label: FT3 KM / WHK 01/05/2018 6'10" 8 8'5"12 15'2"12 6'10"8 17 4 6'9" T 00 2'6° 2'6"12--1'4"8 -I f-1'4"8 -+— 2'6°12 { n'P) 4X6 1.5X3 1111.5X3 1111.5X3 =4X6 A B C D E F G H R Q P O N M L K J I 1.5X3 =4X4 1112X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24:0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 42 SP #2 N Bot chord 42 SP #2 N Webs 42 SP #3 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 3X4 except as noted. Additional Notes 2x6 #3 HEM -FIR or better continuous strongback. Attach to each truss where shown with 3-10d Box or Gun nails (0.128"x3",min.). Strongback material to be supplied by erection contractor. I'll 1112X4 15'2"12 Ai Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.115 E 999 360 R 831 / - / - / - / - 7.2 Lu: NA Cs: NA VERT(TL): 0.221 E 999 240 1 831 /- / - / - / - 3.5 Snow Duration: NA HORZ(LL): 0.023 J - - R Min Brg Width Req = 1.5 HORZ(TL): 0.033 B I Min Brg Width Req = 1.5 Code/ Misc Criteria Creep Factor: 2.0 Bearings R & I are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.512 Bearing R requires a seat plate. TPI Std: 2014 Max BC CSI: 0.769 Rep Factors Used: Yes Max Web CSI: 0.428 Members not listed have forces less than 375# 10(0) FT/RT: Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Typepe(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -564 E - F 0 -1875 B-C 0 -1430 F-G 0 -1430 C-D 0 -1875 G-H 0 -562 D-E 0 -1880 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Q-P 1116 0 M-L 1738 0 P-0 1738 0 L-K 1738 0 O-N 1738 0 K-J 1115 0 N - M 1880 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-R 0 -812 M-F 425 -59 lnsssftsu#trrrtf, A- Q 899 0 F- K 0 - 475 Truss must be installed as shown with top chord up. oO,',,fi H* j® tPi3 I*. O - B 0 -876 K - G 500 0 r sPs a#*•• `r f B- P 499 - J 878 P - C 0 -476 J- H 896 0 y ,> 1+' '.• C - N 425 -59 H - 1 0 -807 er sr 9 '• Ct. 708 1 O rM r « S AT s •jQ`t* co ONAM. t W s' Ol /05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingq shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) t-orsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicabe. Apply plates to each face ofPtruss and position as shown above and on the JoinCDetails, unless noted otherwise. f7efer to ALPINE drawings160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANRWCOMPANY trussinconformancewithANSI/TPI 1, or for handlin, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover patge .. 2400 Lake Orange Dr. listingthisdrawingindicatesacceptanceofpro) esslona engineering responsibility solely for the design shown. The sui ability, Suite 150 anduseof. this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; [CC: www.iccsafe.org Orlando FL, 32837 lob Number: N333522 Ply: 1 SEQN: 1638 / T5 / SY42 Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.50834 Truss Label: FT3G KM / WHK 01/05/2018 6' 10"8 8'5"12 1 11' 1 "4 15'2"12 6'10"8 1'74 j 27"8 4'1"8 5112 90 2 r 1` 2-6" 2'6"12 —I— 1'4"8 1f2 T'P) 1.5X3 =4X4 =4X6 1111.5X3 1111.5X3 —3X4 1112X4 =4X6 A B C D E F G H I R Q P O N M L K J 1.5X3 1112X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf . Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 42 SP #1 Bot chord 42 SP 2400f-2.0E Webs 42 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads Lumber Dur.Fac.=1.00 Plate Dur.Fac.=1.00) TC: From 180 plf at 0.00 to 180 plf at 8.48 TC: From 100 plf at 8.48 to 100 plf at 15.10 BC: From , 10 plf at 0.00 to 10 plf at 15.10 TC: 465 lb Conic. Load at 11.13 Plating Notes 15'2"12 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct; NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.242 E 723 360 R 1442 / - / - / - / - 7.2 Lu: NA Cs: NA VERT(TL): 0.368 E 574 240 J 1670 / - / - / - / - 3.5 Snow Duration: NA HORZ(LL): 0.030 B - - R Min Brg Width Reg = 1.5 HORZ(TL): 0.038 B J Min Brg Width Reg = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings R & J are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.897 Bearing R requires a seat plate. TPI Std: 2014 Max BC CSI: 0.693 Rep Factors Used: Yes Max Web CSI: 0.869 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) 10(0) FT/RT: Chords Tens.Comp. Chords Tens. Comp. Plate Typepe(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -973 E - F 0 -3286 B- C 0- 2484 F- G 0- 3123 C- D 0- 3272 G- H 0- 3123 D-E 0 -3287 H - 1 0 -1146 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Q- P 1942 0 N- M 3287 0 P- O 3027 0 M- L 3353 0 O- N 3027 0 L- K 2302 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-R 0 -1411 F -L 0 -478 A-Q 1552 0 G -L 0 -578 pS1s1'rtlr7rrrurj, Q- B 0 -1538 L- H 1233 0 All plates are 6X6 except as noted. g t° irJy, B - P 883 0 H - K 0 -1836 r r P- C 0- 846 K- 1 1826 0 Additional Notes t'® yv°" #'**•.• f ' C - N 859 0 1-1 0 -1624 2x6 #3 HEM -FIR or better continuous strongback.Y•«+i+' '* r N - D 0 -427 Attach to each truss where shown with 3-10d Box or of • 10 =: Gun nails (0.128"xT%min.). Strong back material to be by 08suppliederectioncontractor. p, z Truss must be installed as shown with top chord up. 1 CO r ONAL ay aa ssoat O 1 /05/2018 WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erlyattachedriidceilingLocationsshownforpermanentlateralrestraintofwebsshallhavebracinginstalledperBCSIsectionsB3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Aa I Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in ANSI/TPI 1, for handling, installation bracing trussesA on this drawing or cover as my co nonH conformance with or shipping, and of seal page , , listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown. The suitability this drawing for is tphe responsibility of the building Designer ANSI/TPI 1 Sec.2. 2400 Lake Orange Dr. Suite 150anduseofanystructureper For more information see this job's general notes page and these web sites: ALPINE: w al ineitw.com; TPI: www.t inst.or ; SBCA: w .sbcindust .corn; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333522 Ply: 1 SEQN: 1639 / T57 / SY42 Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 2 FROM: RDG DrwNo: 005.18.1331.52131 Truss Label: FT4 KM / WHK 01/05/2018 6'10"8 9'3"12 14'10"12 6'10"8 12'5"4 57' 2'6" 2'6"12 1'4"8 8{ T'P) 4X6 1.5X3 = 3X4 III 1.5X3 1114X6 A B C D E FG HI T T T l:y2%Z iZ\7 R Q P O N M L K J 1.5X3 =4X4 III1.5X3 III1.5X3 =4X4 III1.5X3 1112X4 14'10"12 Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R` / U / Rw / Rh / RL W TCDL: 10.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.159 D 999 360 R 817 / - / - / - / - 7.3 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.349 D 678 240 H 804 / - / - / - / - 3.5 BCDL: ' 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.035, B - - R Min Brg Width Req = 1.5 Des Ld: 55.00 EXP: NA HORZ(TL): 0.055 B - - H Min Brg Width Req = 1.5 Mean Height: NA ft NCBCLL: 10.00 Code / Misc Criteria CreepFactor: 2.0 Bearings R & H are a rigid surface. TCDL: NApsf Soffit: 2.00 BCDL: NA psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.849 Bearing R requires a seat plate. Load Duration:.1.00 MWFRS Parallel Dist: NA TPI Std: 2014 Max BC CSI: 0.828 Members not listed have forces less than 375# Spacing: 24.0 " C&C Dist a: NA ft Rep Factors Used: Yes Max Web CSI: 0.456 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: NA FT/RT:12(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. I: NA GCpi: NA Plate Type(s): Wind Duration: NA WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -552 E - F 0 -1482 Lumber B-C 0 -1396 F-G 0 -596 C-D 0 -1783 G-H 0 -641 Value Set: 13B (Effective 6/1/2013) D - E 0 -1789 Top chord 4x2 SP #2 N Bot chord 4x2 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 42 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Q - P 1093 0 N - M 1789 0 P- O 1700 0 M- L 1785 0 Plating Notes O- N 1700 0 L- K 1198 0 All plates are 3X3 except as noted. Maximum Web Forces Per Ply (Ibs) Additional Notes Webs Tens.Comp. Webs Tens. Comp. 2x6 #3 HEM -FIR or better continuous strongback. Attach to each truss where shown with 3-10d Box or A - R 0 -798 C - N 410 110 Gun nails (0.128"x3",min.). Strong back material to tti}yttttutkua rrafh A - Q 881 0 E - L 0 - 575 be supplied by erection contractor. Truss must be installed as shown with top chord up. gr,'f, Q - B 0 - 858 L - F B- P 482 0 F- K 461 0 0 - 884 T'wa•r::,"r'J P - C 0 -468 K - H 958 0 e a 0. i O i p O Y rfi zqsw"1 0; 1011 01/05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracinqq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. oftrussand position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Build inh Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MffW:OMPAW truss in conformance with ANSI rfPI 1, or for handling, shippinq, installation and bracing oftrussesA seal on this drawing or cover paqe 2400 Lake Orange Dr. listing thisdrawingindicatesacceptanceofproesslonaengineerinqresponsibilitysolelyforthedesignshown. The suitability and useofthisdrawingforanystructureispheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. Suite 150 or more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w%vw.iccsafe.org Orlando FL, 32837 ` tlob Number: N333522 Ply: 1 SEQN: 1640 1 T7 / SY42 Cust: R R8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 5 FROM: RDG DrwNo: 005.18.1331.53318 Truss Label: FT5 KM / WHK 01/05/2018 L ib 5"12 56" 7'3"4 11'4"12 5'6" 1'9"4 4-1"8 f f` 2'6" TYP) 3X6 = 3X4• 1.5X3 = 3X4 = 3X4 III 1.5X3 = 3X4 =1.5X3 A B C D E F N M VA L 2VA K J 1111 GV'1 —'1VA I VA H 1.5X3 1112X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 4x2 SP #2 N Bot chord 42 SP #2 N Webs 4x2 SP #3 Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Additional Notes See ANSI/TPI 1 Sect 7 for additional bracing requirements. Bracing material to be supplied by erection contractor. Truss must be installed as shown with top chord up. IIILA4 WKINP: Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria a Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W N 620 / - / - / - / - / 7.3Pf: NA Ce: NA VERT(LL): 0.079 C 999 360 Lu: NA Cs: NA VERT(TL): 0.173 C 999 240 H 607 / - / - / - / - / 3.5 Snow Duration: NA HORZ(LL): 0.021 B - - N Min Brg Width Reg = 1.5 HORZ(TL): 0.033 B Creep Factor: 2.0 H Min Big Width Reg = 1.5 Bearings N & H are a rigid surface. Code / Misc Criteria Bldg Code: FBC 6th.ed 2017. Max TC CSI: 0.612 Bearing N requires a seat plate. TPI Std: 2014 Max BC CSI: 0.758 Rep Factors Used: Yes Max Web CSI: 0.300 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:12(0)/10(0) Chords Tens.Comp. Chords Tens. Comp: Plate Type(s): VIEW Ver: 17.02.01A.1115.21 A- B 0 -394 D - E 0 -994 B-C 0 -917 E -F 0 -381 WAVE C-D 0 -1001 E S ,s COAz%eOivAX(Mmiow 01/05/2018 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. M-L 779 0 K -J 1001 0 L- K 1004 0 J- I 770 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. A-N 0 -602 E - 1 0 -618 A- M 629 0 1- F 606 0 M-B 0 -612 F-H 0 -557 J - E 445 0 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracingperBCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINEdrawings160A-Z for standard plate positions. Alpine, a division of ITW Build inhComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the FWMmpN,, truss in conformance with ANSI PIPI 1, or for handling shipping, installation and bracing of_trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of proTessionaJ engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.org Orlando FL, 32837 tJob'Namber: N333522 Ply: 1 SEQN: 1641 / T2 / SY42 Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.52068 Truss Label: FT6 KM / WHK 01/05/2018 I.1f:9Y 5,6" f 2.6., T'P) 3X6 1.5X3 =3X4 A B 512 1.5X3 1112X4 7'0"12 I_ 11'4"8 1'6"12 4'3"12 1 3X3 3X4 III 1.5X3 -- 3X3 C D E F O N M L K J Loading Criteria (psf) Wind Criteria TOLL: 40.00 Wind Std: NA TCDL: 1.0.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 4x2 SP #2 N Bot chord 4x2 SP #2 N Webs 4x2 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Additional Notes See ANSI/TPI 1 Sect 7 for additional bracing requirements. Bracing material to be supplied by erection contractor. Truss must be installed as shown with top chord up. F III3X6 GH in 11'4"8 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.077 L 999 360 O 625 / - / - / - I - 7.3 Lu: NA Cs: NA VERT(TL): 0.154 C 999 240 G 610 / - / - / - / - 3.3 Snow Duration: NA HORZ(LL): 0.018 B - - O Min Brg Width Req = 1.5 HORZ(TL): 0.029 B G Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings O & G are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.639 Bearing O requires a seat plate. TPI Std: 2014 Max BC CSI: 0.698 Rep Factors Used: Yes Max Web CSI: 0.319 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:12(0)/] 0(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -398 D - E 0 -1020 B- C 0- 929 E- F 0 - 406 C- D 0 -1026 F- G 0 - 448 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N- M 785 0 L- K 1026 0 M-L 1028 0 K-J 851 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp: A- O 0- 607 K- E 377 0 A- N 635 0 E- J 0 - 640 N-B 0 -616 J-G 669 0 Jj„jl ''frf y • yFr a s 0. %cis as as` e,* ss COA1Vf1. 1/05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing. and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10. as applicable. Apply to each face of truss and position as shown above and on the Joinf DetallS, unless noted otherwise. Refer toOatesdrawings160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildincc Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , pN W:OMPAN 2400 Lake Orange Dr. listing this drawing indicates acceptance of roTessronaf engineering responsibility solely for the design shown. The sui abilityanduseofthisgrawingforanystructureistheresponsibilityoftheBuildingDesignerperANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 ioblVumber: N333522 Ply: 1 SEQN: 1642 / T1 / SY42 Cust: RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 10 FROM: RDG DrwNo: 005.18.1331.51896 Truss Label: FT7 KM / WHK 01/05/2018 T 00 5'6" 7' 1 "2 11'4" 10 56" 172 4,3"8 f ' 1312 ' i 5 2-6" NP) 3X6 = 3X3 1.5X3 =3X4 =3X4 III 1.5X3 =3X3 1113X6 A B C D E F GH in l I O N M L K J I 1.5X3 = 3X4 = 3X4 1111.5X3 = 3X4 —3X4 III 1.5X3 1112X4 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA Des Ld: 55.00 Mean Height: Mean NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 4x2 SP #2 N Bot chord 42 SP #2 N Webs 42 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Additional Notes See ANSI/TPI 1 Sect 7 for additional bracing requirements. Bracing material to be supplied by erection contractor. Truss must be installed as shown with top chord up. 11'4"10 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL W Pf: NA Ce: NA VERT(LL): 0.078 L 999 360 O 626 / - / - / - / - 7.2 Lu: NA Cs: NA VERT(TL): 0.157 C 999 240 G 609 / - / - / - / - 3.0 Snow Duration: NA HORZ(LL): 0.018 B - - O Min Brg Width Req = 1.5 HORZ(TL): 0.029 B G Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 Bearings O & G are a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.643 Bearing O requires a seat plate. TPI Std: 2014 Max BC CSI: 0.705 Rep Factors Used: Yes Max Web CSI: 0.320 Members not listed have forces less than 375# FT/RT:12(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 A - B 0 -399 D - E 0 -1025 B- C 0- 933 E- F 0 - 403 C-D 0 -1031 F-G 0 -449 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N-M 788 0 L -K 1031 0 M- L 1033 0 K- J 854 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- O 0- 609 K- E 381 0 A- N 637 0 E- J 0 - 642 N -B 0 -618 J-G 672 0 H. pp6blri. ytyt \ i ca- 7.08 1 COA #0 { 01/05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted othenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a proCp erly attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy Oates to each face. of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE s drawings 160A-Z for standard plate positions. A N Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the au mvcoMPnNr truss in conformance with ANSI/TPI 1, or for handllnj shipping, installation and bracing of,trussesA seal on this drawing or cover pafge , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslona engineering responsibility solely for the design shown. The sui ability Suite Lake and use of thisdrawing, for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www:sbcindust .com; ICC: w Jccsafe.org Orlando FL, 32837 ylob`Nmmber. N333522 Ply: 1 SEQN: 1643 / T13 / SY42 Cust, RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS City: 1 FROM: RDG DrwNo: 005.18.1331.50521 Truss Label: FT7GE KM / WHK 01/05/2018 1i 1'9"„12 53„2 + 69„2 + 8,4„2 + 11,1„2 j1'11"14 1'9" 12"12 2'36 1'6" 1'7" 2'9" 2 1,3„ -" P" 1 1'2"12 9"14 I - ' I- 178 - — -{ i' 1,3„ 17„ 17„2'i I- 17'6 -I 4X4 A B C 1114X4 1113X4 D E F 3X3 3X3 III3X6 =6X6 G H I J K 1 1 P O N M L T S RQ 1114X4 6X6 1112X4 -3X4 1 63"14 6'1" 11'4"14 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs), or *=PLF TCLL: 40.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 10.00 Speed: 150 mph Pf: NA Ce: NA VERT(LL): 0.053 N 999 360 T* 316 / 29 / 30 / - I - / 60.7 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.213 N 554 240 p 1158 / 99 / 95 / - / - / 6.4 Risk Category: IIBCDL: 5.00 Snow Duration: NA HORZ(LL): -0.011 J - - J 1330 / 112 / 102 / - / - / 3.2 Ld: EXP. C HORZ TL 0.026 J Wind reactions based on MWFRSDes CL 10. 00 Mean Height: 15.00 ft ( ) T Min Br WidthNCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 g Req = - TCDL: 4.2 psf P Min Br Width Re 1.5 Soffit: 2.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.881 g q = BCDL: 3.0 psf J Min Brg Width Req = 1.5 Load Duration: 1.00 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.908 Re Factors Used: Yes Max Web CSI: 0.760 Bearings T, P, & J are a rigidplate.surface. Spacing: 24.0 " C&C Dist a: 3.00 ft p Bearings T & P require a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.00 WAVE VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) E - F 220 -1200 H - 1 211 -1099 Top chord 4x2 SP #1 :T2 4x2 SP #2 N: F - G 226 -1233 I - J 204 -1069 Bot chord 4x2 SP #2 N G - H 205 -1076 Webs 4x2 SP #3 Lumber value set " 13B" uses design values Maximum Bot Chord Forces Per Ply (Ibs) approved 1/30/2013 by ALSC Chords Tens.Comp: Chords Tens. Comp. Special Loads P - O 420 - 86 N - M 1238 - 227 Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) O - N 1233 -226 TC: From 291 plf at 0.00 to 350 plf at 5.88 TC: From 387 p!f at 5.88 to 387 plf at 11.28 Maximum Web Forces Per Ply (Ibs) BC: From 10 plf at 0.00 to 10 plf at 10.97 Webs Tens.Comp. Webs Tens. Comp. Plating Notes 1lnitit1Nltfhrrrr A - T 119 -655 E - O 1239 -214 All plates are 1.5X3 except as noted. ' y! f rr A - S 576 -117 O - F 135 - 824HYt % I rry S - B 116 - 453 M - J 1597 - 305 Wind srrr"re. "jt iyr P - E 203 -1200 Wind loads based on MWFRS with additional C&C as\ S •. member design. ';• , =y Maximum Gable Forces Per Ply (Ibs) Additional Notes $°' 708 Gables Tens.Comp. Gables Tens. Comp. See ANSI/TPI 1 Sect 7 for additional bracing g I R 94 -425 1 - M 184 - 913 requirements. Bracing material to be supplied by ; ;Z D - Q 80 -444 erection contractor. e a Provide for complete drainage of roof. Truss must be installed as shown with top chord up. . ' '. se*tC r v & COA # 0 ION L 01 / 05/2018 WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component SafetyInformation, by TPI and SBCA) fo'r saiPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apptgy plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Refer to ALPINE drawings 160A- Zforstandardplatepositions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the n flrWCO oury truss in conformance with ANSIr`1 PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , . 2400 Lake Orange Dr. listing this drawingindicatesacceptanceofproTessionarengineeringresponsibilitty solely for the design shown. The sui ability Suite 150 and use ofthisdrawingforanystructureisfheresponsibilityoftheBuildingDesrgrferperANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 A 11OotitNamber: N333522 Ply: 1 SEQN: 1644 / T3 / SY42 Cust, RR8975 JRef: 1 W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: RDG DrwNo: 005.18.1331.54318 Truss Label: FT8G KM / WHK 01/05/2018 h6 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA It NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 42 SP #2 N Bot chord 4x2 SP #2 N Webs 4x2 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 100 plf at 0.00 to 100 plf at 3.43 BC: From 10 plf at 0.00 to 10 plf at 3.43 TC: 610 lb Conc. Load at 1.58 Additional Notes Truss must be installed as shown with top chord up 1'78 1'9"11 3'5"3 1'7"8 17'8 f- 1'3"12 { 1'3„12 1111.5X3 4X4 1111.5X3 =3X6 A B C D T T H G F E 3X4 1112X4 1112X4 3X4 1. 3'5"3 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.016 B 999 360 H 522 / - / - / - / - / 4.0 Lu: NA Cs: NA VERT(TL); 0.028 B 999 240 E 465 / -- Snow Duration: NA HORZ(LL): 0.002 B - - H Min Brg Width Req = 1.5 HORZ(TL): 0.003 B E Min Brg Width Req = - Code / Misc Criteria Creep Factor: 2.0 Bearing H is a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.275 TPI Std: 2014 Max BC CSI: 0.294 Members not listed have forces less than 375# Rep Factors Used: Yes Max Web CSI: 0.259 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. FT/RT:12(0)/10(0) Plate Type(s): B - C 0 - 391 C - D 0 - 376 WAVE VIEW Ver: 17.02.01A.1115.21 vv- i_i ' "`rer sf * a, eo 708 1 r. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. G-F 391 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp. A- H 0 -494 F- D 545 0 A- G 533 0 D- E 0 - 447 G-B 0 -471 01 /05/2018 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS lsses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (BuildingmponentSafetyInformation, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary icing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly ached rI Id cellin Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, applicabgle. Applgy Oates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to wings 160A-Z for standard plate positions. line, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI/? PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pagge . ling this drawing, indicates acceptance of proTesslonarr engineering responsibility solely for the design shown. The suiTablllty d use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: w Jccsaf ALPINE ANRW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 jPbcaamber. N333522 Ply: 1 SEQN: 1645 / T73 / SY42 CusC RR8975 JRef: 1W7d89750124 FLORIDA TEEN BUILDERS Qty: 1 FROM: HMT DrwNo: 005.18.1331.53037 Truss Label: FT10G KM / WHK 01/05/2018 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 10.00 TCDL: NA psf Soffit: 2.00 BCDL: NA psf Load Duration: 1.00 MWFRS Parallel Dist: NA Spacing: 24.0 " C&C Dist a: NA It Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Value Set: 13B (Effective 6/1/2013) Top chord 4x2 SP #2 N Bot chord 4x2 SP #2 N Webs 42 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads Lumber Dur.Fac.=1.00 Plate Dur.Fac.=1.00) TC: From 4 plf at 0.00 to 4 plf at 4.00 BC: From 10 plf at 0.00 to 10 plf at 4.00 TC: 804 lb Conc. Load at 0.15, 0.34, 2.15 Additional Notes Truss must be installed as shown with to chord u 17"8 2'4"7 i 3'111115 17'8 ' 8"15 r 17'8 1'3"12 { 1'3"12 4X6 1112X4 1112X4 =3X6 A B C D r 3'11"15 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.023 C 999 360 H 2O08 / - / - / - / - / 4.0 Lu: NA Cs: NA VERT(TL): 0.042 C 999 240 E 505 /- Snow Duration: NA HORZ(LL): -0.009 D - - H Min Brg Width Req = 1.5 HORZ(TL): 0.013 D E Min Brg Width Req = - Code / Misc Criteria Creep Factor: 2.0 Bearing H is a rigid surface. Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.860 TPI Std: 2014 Max BC CSI: 0.319 Members not listed have forces less than 375# Rep Factors Used: Yes Max Web CSI: 0.384 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. FT/RT:12(0)/10(0) Plate Type(s): A- B 0 -416 C- D 0 -415 WAVE VIEW Ver: 17.02.01A.1115.21 B - C 0 -438 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. G - F 438 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- H 0- 2011 C- F 0 - 475 A- G 692 0 F- D 597 0 G- B 0- 450 D- E 0 - 468 AN k, sr,•sr•ryr•• • 1 y` i a. 708 1 r r r r ar S Al V COA'IONA ft*""iW 01 /05/2018 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponentSafetyInformation, by TPI and SBCA) fo'r safely practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face, of truss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to ALPINEdrawings16OA-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MnWCOMPAW truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona, engineering responsibility solely for the design shown. The s i ability Suite 150anduseofthisdrawingforanystructureistheresponsibilityoftheBuildingDesigrierperANSIITPI1Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; [CC: w Jccsafe.org Orlando FL, 32837 VALLEY FRAMING & BRACING DETAIL RI BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. 16 cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less Maximum valley height: 14'-0" Maximum mean roof height: 30 feet ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 8, 1=1.0, Kzt=1.0 Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. TYp) Innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 4 16d toe -nails e4) 8 16d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 4 16d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 4 16d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, &BLOCKING NOTES NOTE: 16d (0.162"x3.5")COMMON NAILS 2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong nailed wl 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128'*0.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces wl "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board Install blocking under rafter if sleepers are not used. Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. Apply all nailing in accordance to current NDS requirement i44f Nails are common wire nails unless noted otherwise. M e0000gooe yi, de•GE NSF , VARKD60- READ AND FTAIOV N.L. WTES ON TNIS DMVDQ s-Uld-Ow a— FMILSN TM MAVDC m ALL CONTRACTMS DfCLMING THE INSTALLERS = _ V. LL 20 30 40 54 REF VALLEY FRAMING Trusses requM• e><trene cure h iabrlcstky, har.AkV, sNpptq, Instaltlrg o W bwdg Refer to ' DL 10 20 7 7 DATE 10/O1/14followthelatest •dtlon of SCSI CtLAdk g Corpor—t Safety Inrand fnatlon, by TPI SSCA) for mfaky • r proc" ces prior to perforWrp these functions. Installers shall provide temporary bmcing per D • • lhless rated otherwlse, top chord shall have property attached structu t sheathing and bottom : STATE O • _ shahhaveaproperlyattachedrigidceAtig. Locations sman shown farpermanenttateratrestra,t of e , JrC DL 0 0 0 0 DRWG VACNV1801015 Q -hall have beady h-tolled per SCSI s Hors the J Sle, s applicable. Apply plates to each fa • ..-. l Retrussandlrw1nasshornaboveplanpo ^o st DrtaRs, uNess noted otherwW. aj A es p R 10?'eri BC LL 0 0 0 0 Refer todro.4lps 160A-Z for standard plate I`_ A4* w, a division of ITV Hording Compo is Croup Inc shall not be rrsponsWe for any devWtlon iron e••rs•r..•-• t AN rTWCOMPANY this dro-Ing, any failure to bold the truss in conformance with ANSVTPI 1, or for handlkq, shppiny (f c TOT. LD.30 50 47 61 Installation r, bracing of trusses. u /OpfA y A sealonthls)dravVQ or cover page Rstiip this dmv*Xt. kxfi=tm acceptance of professloriol SVf1 t ___ eddy for the = shorn The aAto64)ty and usa of this dra. V tNtt1` 13389 Lakefront Drive f°` any "` '' 1e—al—'a1ietty WAding °' Me' p'e' ANSI/TPI I sees nun1e DUR. FAC. 1.25/1.15 Earth City, M063066 For — Inf°'"""°^ - ee ec.twtbsge SC * no• W the-.b: Its ALPM I klt- coTPI, dustryorgi IM w.Iccfe.oro S O 2W.SPACING SEE ABOVE Product Approval Sp gtoation Form 1-6 Permit # 8 Project Location Address U00")'SPA 7 Anastasia ^ S i a lad ko e- LA-J UT ta5 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 herma Tru Swinging Ext. Door (front door) FL15225-R4 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.9 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL18644.4 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum Soffits FL16544.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Certain -Feed Corporation Shingles FL5444.1 Underla ments InterWrap, Inc. Underlayments FL15216.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll up Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R6 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. 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Aso sTATEsnLrfrewsT QWNJ< NGRIDA 916/2 4na. gzs.l3oo TEL awt3. / nms+vsa vl TAAAPA • 1 III VDIOEX ENGINEE111NG, V l Y N D.NS«[W P.E 3366 i SEnI F O/W\N SIRVRU EOY.Y V I V 0 Yv Y1 0 0I o o FJ H Q oF- 2582 P ROOK PLAM M0i 1 DC RAILS 5NEE7 UPPER FLOOR PLAN NOTES 2B1 sLUE: w'.ta GARAGE RIGHT Florida Building Code Online Page I of') 41, BCIS Home ( Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications i FBC Staff BCIS Site Map Links I Search j F0nf1a Product ApprovalroUSER: Public User ta,-.cn^7 Product Approval Menu > Product or Application Search > Application List > Application Detail 7711 T FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R4 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WL.. 1 /27/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 08/11/2017 08/13/2017 08/15/2017 10/10/2017 FL # I Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS Description SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Installation Instructions FL15332 R4 II 08-00500E.pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R4 AE 510807D.pdf Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00498E.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512968C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02249C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512969C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 RIES 420 ALUMINUM SGDREINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02250C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" Installation Instructions FL15332 R4 II 08-00501E.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports https://,,vww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI... 1 /27/2018 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510808D.pdf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00502E.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510809D.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00503E.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.pdf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2501 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 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 send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W ®'!'sec. 13 CI edit Gard Safe https://www.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 1 /27/2018 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 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 NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REVISIONS DESCRIPTION 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. SIGNED: 0612212017 MI WINDOWS AND DOORS LLC WEST STREET 11+1IlrUi R' 650 MARKET JCS ...y'i E NSAGRATZ, PA 17030 CVO ,J oy61251 kSERIES430/440 XIX SGD 143" x 96" REINFORCED NOTES STAT O0. F a" ORIOp:•G\' DRAWN: DWG NO. REV F.A. 08 500503 E ONA)- Luis R. Lomas P.E. FL No.: 62514 SCALENDATE TS02/23/09 1 OF 9 L. ROBERTO LOMAS P.E. I432 WOODFORD RD LEWISVILLE, NC 27023 434- 668-0609 rRomas@Irlomaspe.com 6" MAX - 1 6` MAX L 17" MAX O.C. 96" T- MAX FRAME HEIGHT L 6° MAX 143" MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE SEE CHARTS # 1 AND X2 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48 112" x 95" 2. MAXIMUM D, L.O.: 44 314"x 90518" 6" MAX HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99.04-145) AT 37 3/4" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS ALUMINUM 6063-T5 REINFORCEMENT (4237) INTERLOCK ADAPTOR AT INTERIOR FACE OF OPERABLE PANEL INTERLOCK REVISIONS REV DESCRIPTION A ADDED CHARTS B REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS CHART #i E I REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psi) Frame Single Panel and Total Frame VMdth (in) Height 30.0 1 36.0 4I.0 47.7 in) 9000. 108.00 126.00 143.00 Pos Neg Pos Neg Pos I Neg Poe Nag 84.0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 48.0 88.0 40.0 60.0 40.0 54.6 40.0 48.9 40.0 45.0 92.0 40.0 59.6 40.0 51.7 40.0 1 46.1 1 40.0 42.3 96.0 40.0 56.6 40.0 49.0 40.0 43.7 40.0 40.0 CHART N2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psi) Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos I Neg I Pos Neg Pos Neg Pos Neg 84.0 60.0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 88.0 60.0 60.0 54.5 54.6 48.9 48.9 45.0 45.0 92.0 59.6 59.6 51.7 1 51.7 46.1 46.1 42.3 42.3 96.0 56.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART#3 Numb er of a nchor/oca tions required Frame Single Panel and Total Frame VMdth (in) Height 30.0 36.0 41.0 1 47.7 in) 90.0 108.0 126.0 143.0 HBS Jamb H85 Jamb H8S Jamb H8S Jamb 64.0 6 6 7 6 8 9 6 98.0 7 6 7 6 8 9 6 92.0 7 6 7 fi 8 69 9 6 96.0 7 6 7 6 8 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96' REINFORCED ELEVATIONS DRAWN: DWG 110, F.A. 08-00503 SCALE NTS DATE 02/23/09 SHEET 2 OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.com 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 LC107V// i qENSF;gcP 00 1 ST`ATE OF •.t 0. <4 REv %F•.0RIDP•' Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS LU1,L UIZ1IAIVI.L 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 MIN. STANCE MIN, MENT 1 3/8" MIN. EMBEDMENT 1 i/2" MIN. EDGE DISTANCE 10 WOOD SCREW BE SET IN F APPROVED MIN. v1ENT WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV 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. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4" MAX. E REVISED INSTALLATION DETAILS 06/22/11 R.L. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK 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 DRAWN: DWG 10. F.A. 08-00503 SCALE NTS IDATE 02/23/09 1SHEET OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@trlomaspe.com SIGNED: 0612212017 1 R I (11 0 b E: Est , TAT OF Luis R. Lomas P.E. FL No.: 62514 1/2" MIN. EDGE DISTANCE 1 1/4" MAX. METAL SHIM SPACE STRUCTURE BY OTHERS i 1 /2" MIN. 10 SMS OR EDGE DISTANCE SELF DRILLING SCREW EXTERIOR INTERIOR #10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN 10 SMS OR A BED OF APPROVED SEALANT METAL SELF DRILLING STRUCTURE SCREW BY OTHERS METAL UCTURE BYOTHERS 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 1 / 4" MAX. SHIM SPACE FINTERIOR REVISIONS REV DESCRIPTION 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. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. 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 DRAWN: DWG NO. F. A. 08-00503 SCALE NTS I DATE 02/23/09 SHEET 4 OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 rllomas@Irlomaspe.com SIGNED: 0612212017 S R I LL10/i yf? E j H SF qiP lb TAT 5OF"rye RLv • ORI0P! NAI- 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 EDGE DISTANCE 1 1/4" MIN. a EMBEDMENT 1 /4" MAX. SHIM SPACE 3/16" TAPCON EXTERIOR INTERIOR 1 1 /4" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE MIN. EDGE a DISTANCE s ° a 3" MIN. SEPARATION a . . 3/16" TAPCON SILL TO BE SET IN v A BED OF APPROVED ° SEALANT / CONCRETE/MASONRY BY OTHERS A J.-A % I A . , . . MIN. EMBEDMENT a'. I— 2 7/8" MIN. I 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION EXTERIOR OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV 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. J JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 III WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 SHEET 55 OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomasCaUdomaspe.com SIGNED: 0612212017 O SF ,cP D,:61251 TAttT E OF ; cjzi0. REV i•'cZ0RIOP:*•' Luis R. Lomas P.E. FLNO.: 62514 OOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 11 I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. ITEDGE DISTANCE 1 3/8" MIN, EMBEQMENT 1/ 4" MAX. SHIM SPACE EXTERIOR II II II II II II INTERIOR CVUC UIJ If11V l.L 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 SY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 BE SET IN F APPROVED MIN. v1ENT REVISIONS REV 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. 1 3/8° MIN. 1/4" MAX. E I REVISED INSTALLATION DETAILS 06/22/17 R.L. EMBEDMENT SHIM SPACE FINTERIOR O 1/ 2" MIN. EDGE DISTANCE t: F111 O 10 WOOD SCREW EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 0612212017 MI WIN650DO AND DOORS LLC SSREETGRATZ, PA 17030 J`S\11 11IC/O/'J CENSsyi• 0 51 SERIES430/440 XIX SGD 1 43" x 96" REINFORCED vz FLANGEINSTALLATIONDETAILSfO,• TA7 OF btu` iFS••• G DRAWN: DWC N0. REV F.A. 08-00503 E ii s/ANAL A7IIIIIIItI"\ LUIS R. Lomas P.E. FL NO.: 62514 SCALE NITS DATE 02/23/O9 SHEET OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688- 0609 rllomasL@Irtomaspe.com METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE OR 1/2" LLING MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF PROVED SEALANT 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 1 /4" MAX. SHIM SPACE REVISIONS REV 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 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 DRAWN: DWG NO, F.A. 08-00503 SCALE NTS I DATE 02/23/09 SHEET7 OF 9 L. ROBERTO LOMAS P.E. 7432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@lrlomaspe.com SIGNED: 0612212017 R I iL,o qENS ,s ir• p 61 .• k' r TAT If OF O'. ORl0P* E Luis R. Lomas P.E. FL No.: 62514 1 1/2" MIN. 1" MIN. CONCRETE/ SEPARATION I EDGE DISTANCE MASONRY BY OTHERS _ a 1 1/4" MIN. 1 1/4" MIN. 1/4" MAX. n a. EMBEDMENT EMBEDMENT SHIM SPACE OPTIONAL 1" MIN. X BUCK EDGE DISTANCE INTERIORToBEe PROPERLY SEE SNOTE E33 1/4' MAX. SHIM SPACE SHEET 1 3/16" TAPCON 3 MIN. SEPARATION EXTERIOR INTERIOR 3/16" TAPCON 3/16" TAPCON SILL TO BE SET IN A BED OF APPROVED EXTERIOR I SEALANT MASONRY/ CONCRETE BY OTHERS CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. EMBEDMENT a 2 7/8" MIN. 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV 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. ME IN J JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG 1 0. F.A. 08-00503 SCALE NTS DATE 02/23/09 SHEET OF 9 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666-0609 rllomasOa ldomaspe.com SIGNED: 0612212017 O E N S •qiP o0 1251 TTATffccE OF • wZ i0. c• A. •• REv ORIOP•GN'• ENAl I1EN Luis R. Lomas P.E. FL No.: 62514 INTERIOR TRIM i 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR )?J PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING 1 5/8" MIN. EDGE DIST. a TRIM ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP I BUCK TO BE PROPERLY SECURED METAL STRUCTURE — V BY OTHERS 3/16" TAPCON TRIM — EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP REVISIONS REV 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. 1/2" MIN. EDGE DISTANCE SELF DRILLING SCREW 1/2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 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 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: DWG NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 SHEET OF 9 L. ROBERTO LOMAS P, E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe,— SIGNED: 0612212017 ILIO i v,•XC E NSF qcP TAT E OF ; REV iF`S l MO GNE Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 71.LF; s-T, n". P,t r+h.,k5, asR-..`.- r' r'8 n 8` «. •1.., t `' dt. r BCIS Home i Login User Registration Hot Topics j Submit Surcharge Stats & Facts ; Publications € FBC Staff j BCIS Site Map j Links '. Search j Product Approval USER: Public UserdatS ^{r;. rrProduct Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15080-R3 Application Type Revision Code Version 2017 Application Status Pending FBC Approval Comments Archived, Product Manufacturer Windsor Door MFG. LLC Address/ Phone/Email SHOO SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9213 DMCMAHAN@ W INDSORDOOR.COM Authorized Signature David McMahan DMCMAHAN@WINDSORDOOR. COM Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer tt Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed JOHN SCATES the Evaluation Report Florida License PE-S1737 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15080 R3 COI Cert of Ind Scates 2017 s.pdf Standard Year DASMA 108 2012 DASMA 115 2012 Method 1 Option D https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPt... 1 /27/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval of Products FL # Model, Number or Name 15080.1 RESIDENTIAL PAN DOORS 12/07/2017 12/07/2017 12/09/2017 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.2 I RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.3 1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +27/-31.2 Other: +27.0/-31.2 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.4 1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.2/-35.8 Other: +31.2/-35.8 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.5 1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +42.6/-48.9 Other: +42.6/-48.9 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.6 1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +42.6/-48.9 Other: +42.6/-48.9 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS 15080.7 1 RESIDENTIAL PAN DOORS Description MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.pdf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99B079-revB s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.odf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99B080-revC s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.pdf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99B081-revC s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.pdf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99B082-revC s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.odf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99B083-revC s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.pdf FL15080 R3 II 99AO75 LockInstall s.pdf FL15080 R3 II 99BO84 revB s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes MODELS 724, 426, 735, 750, 755 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDquS73Fr2ZyiPt... 1 /27/2018 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5/-28.5 Other: +25.5/-28.5 LISTED IS FOR THE 20' 0" WIDE UP TO 12' 3" TALL OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Installation Instructions FL15080 R3 II 99A061-revF JambAttach s.pdf FL15080 R3 II 99A075 Locklnstall s.pdf FL1S080 R3 II 99B095-revA s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FLIS080 R3 AE Eval Report ResPan r2 s.pdf Created by Independent Third Party: Yes 115080.8 1 RESIDENTIAL PAN DOORS I MODELS 724, 426, 735, 750, 755 1 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R3 II 99A061-revF JambAttach s.pdf Approved for use outside HVHZ: Yes FL15080 R3 II 99AO75 LockInstall s.pdf Impact Resistant: Yes FL15080 R3 II 99B096-revA s.pdf Design Pressure: +37.8/-42.9 Verified By: JOHN E. SCATES, PE FL 51737 Other: +37.8/-42.9 LISTED IS FOR THE 8' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS WINDOWS ARE NOT AVAILABLE FOR FL15080 R3 AE Eval Report ResPan r2 s.pdf WINDBORNE DEBRIS APPLICATIONS. Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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Product Approval Accepts: Crediti Safe recur ty s c M9 https://www.floi-idabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgLiS73Fr2ZylPt... 1/27/2018 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR, USE EXTRA 1/4- X 3/4" 1/4" X 1/2' LONG HEX HEAD SELF CARRIAGE BOLT & NUT DRILLING SCREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE O( ) // SHEEY2FAEYAL^SCREWS OR FLAG BRACKET. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2" LAG SCREWS. DETAIL D 2" CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4" -20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). .16GA. (9 X 8). OPEN INC HEIGHT 63" (9 X 8) NOT OVER DOOR HEIGHT) - 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42" (9 X 7) 37" (9 X 8) (3 BRACKETS EACH SIDE) COMMERCIAL (9 X 8) 5' 20 GAGE END STILES. - FASTENED WITH TOG LOGS TO PANEL. USE END CAP OVER END STILES ON 9 X B. SEE DETAIL C. STOP MOULDING NAILED EVERY 12" 6-D TYPE NAIL MIN. 16 GAGE GALV. STEEL TOP BRACKET OPTIOt WITH 14 GAGE ROLLER HOLDER GLASS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM, TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LDCK-/ NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS J TRACKS ON OORS WITH EXTENSION SPRINGS). 3" 20CA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C), GALVANIZED STEEL STRUT. ATTACHED WITH 1X 3/4" SE LONGHEXHEADSELFDRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE 1 2" POLYSTYRENE LEAF. (SEE DETAIL C) OTHER STRUTS IN MIDDLE INSULATION STANDARD OF TOP & BOTTOM SECTIONS. FOR MODEL 735 N POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 21" OR 24" HIGH PANEL CALV. AND PREPAINTED STEEL 25 GAGE ALL MODELS 13 GAGE GALV. STEEL BOTTOM BRACKET EXCEPT 24 GAGE MODEL 750, 755 ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN DE ABOVE OR pm nw on'' ra I J ` Ta" `LAG SCREW - 5/16" % 1-1/2" SECTION B—B — 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV, STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A — A FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P. 5,F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'- 0" 7'-0" 22.9 26.4 34.4 39.6 9'- 0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4 20 X 5/8" HEX BOLTS & NUTS OR T/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. Digitally signed by John E. Scates, P.E. Date: 2015.04.14 19:19:23-05'00' 3121 FAIRGATE DR. Carrollton 0 F-22 TX -PE 51737 -2203 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL-PE-51-9 LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 972 492-9500 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. P rovidedonly for w,f,Cotlon of ndlnadCstn,gtton deloa,. r No. 51737 • O ••• STATE OF ••sty\. fix' yS/ONA; 7 g' SINGLE CAR) CENTER STILES AND HINGES 4(")) X 16" AIR(( VENTS (1 COLUMN) N2CHRMIIN. TOTAOL PEN AREA). OPTIONAL. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE. I--- 2.75" END DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 70N 20GAGEENDCAP U o X A DOOR ONIY c DETAIL C 9 X % 9 X 8 P. O. BOX 8915 wLITTLE WINDSORDOOR72219R 9115 1111 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE FRAC. f 1/64' DEC. t .015 ANG t 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN, BY BH DWG. NO. 99- B-079 284811/1/D7 RLB E. C.N. DATE: AP PROV. SCALE NONE S HT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA BOLTED TO N4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS, OPENINGHEIGHT M4NOTOVER D OR HEIGHT) 3 3/4' X 1-1/2" X 13 GAGE MIN. CARRIAGE BOLTLONGNU7 GALV. STEEL HORIZONTAL ANGLE. USE EXTRA 1/4' X 3/4' HEX HEAD SELF USE(( ELSCREWDRILLING SCREW SCREW SHEET2 ITA" S. 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. DETAIL D 03" (16 X 7) 74" (16 X 8) 42" (16 X 7) 50" (16 X 8) 21" (16 X 7) 4 BRACKETS EACH SIDE 24 (16 X 8) 113 S. 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER ENO STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6—D TYPE NAIL MIN. I I SECTION B- B 1 OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT I POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0"+ 18.7 1 -20.8 28.1 31.2 16'-0" 8'-0"+ 18.7 1 -20.8 28.1 31.2 16 GAGE GALV. STEEL 5 STRUTS — TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D. 3" 20GA WIDE (16 X 3" 1BOA WIDE (16 X SEE DETAIL A) 6 STRUT JUST BELOW 2' ROLLER WITH I 7/16" DIA. STEM. B TIRE: STEEL STEM TSTEM16X 8) 10BALLLONGOPTIONALLOCKSTRUTON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 2" — GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS, STEEL GALVANIZED STRUT ATTACHED WITH1/ 4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/2" POLYSTYRENE ATI INSULON STRUT ON UPPERPART OF STANDARD FOR SECTION OVER HINGE MODEL 735. LEAF. (SEE DETAIL B). f_ 1-3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL FOR MOD. 426. 730, PANEL GALV. AND 750, 755, PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750. 755 J 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/16 X 1-1/2" SCREW CAN BOTTOM ABOVE SECTION A —AOR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/ 4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/9' HEX BOLTS dt NUTS OR 1/4" X 3/ 4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton. TX 75DO7 X— PE DOORS SHOWN ON THISDRAWINGHAVEBEENDEMONSTRATEDTOWITHSTANDTHEPRESSUREST56308—F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL—PE-51737 s72 a92-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professlorwl Engin Vers seal provided only for enfiaation wlndloodcnstrodiondetails. No. 51737 14. j q STATE OF ; ty j0A ` A'LOR%1D .. " OPTIONAL SSB A GLASS LIGHTS CONSTRUCTION I STRUTS 7' OR 8' 816' ( DOUBLE CAR) 4" X 16" AIR VENTS OPTIO NaL 4) REQ'D. (120 SO. LONG PANEL NTER INCCH MIN. TOTTAL OPEN ) EMBOSSES COLUMNS AREA). OPTIONAL, CENTER HWGES ((3COLUMNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE do RAIL. TYPICAL FOR EACH 1.25" — I i 3" 1— 2.75" — 1 DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 1BGA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE END "CAP e O, DETAIL C L. H. I NOTE: DOOR MUST BE INSTALLED 7 WITH EITHER p,N ELECTRIC OPERATOR OMUST ENGAGE B 1 6 X OR A DETAIL B TRACKSON (DOORSWITHEXTENSIONSPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC X 8 P.O. BOX 8915 WINDSOR DOOR 72219 LIT-FIER8915 Al 501) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR tp/ 1 g 12/15/ 11 RLB TOLERANCE DEC. i 0115" ANG. 4 1' 2866 3/ 10/OB RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. gg_g- pig 284E 11/ 1/07 RLBE.C.N. DATE: APPROV, SCALE NONE SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GA BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOL OPENINGHEIGHT NOT OVER D OR HEIGHT) DETAIL E -I I III' 4 BRACKETS EACH SIDE 20 GAGE END STILES - FASTENED WITH TOG-L-LOGS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. 3/4' X 1-1/2" 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4- X 3/4' SHEET METAL SCREWS EXTRA 1/4' X 3/4" qD 2" GALV. STEEL HORIZONTAL HEX HEAD SELF ORIWNG SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 7 .25" _1 63" (18 X 7) 74" 18 X 8 SEE DETAIL "E" i I — DETAIL A 42" (18 X 7) 3' 18GA WIDE STRUT SECTION B-B \ 13 GAGE GALV. STEEL WINOLOAD TRACK BRACKETS. SEE Al FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1- LAG SCREWS & WASHERS. PREPARATION OF JAMBS BY OTI SEE DETAIL "E". P.S.F. TABLE ODOR SIZE I DESIGN PRESSURE TEST PRESSURE WIDTH HEX:HT POSITNE NEGATIVE POSITIl NEGATIVE 18'-O" 7'-0" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 28.1 31 .2 2 13 GAGE GALV. STEEL TOP BRACKET WITH 1D GAGE ROLLER HOLDER. NOTE THAT ROLLER HOLDER CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH 7/16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4(q') X 16" AIR(( VENTSD. OF 11JCHRMIN. TOTAL OPEN AREA). OPTIONAL. — B WIDF) AIL A SEE 1/2" POLYSTYRENE INSULATION STANDARD FOR STRUT ON LOWER PART MODEL 735. SECTION ABOVE HINGE LEAF. GALVANIZED STEEL STRUT ATTACHED 2" WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750. 755, 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS. BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. 117l -rlr IKI A A 20. GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4--20 X 5/8" HEX BOLTS & NUTS OR 1/4 X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES In-1E o ov -r-Acv LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL -PE- '219972492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Prruc o( essionool Engin Veer's seal ProvioedmyforFriftionoT windload consttion dedetails. A18'( DOUBLE OPTIONAL SSB GLASS LIGHTS OF USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. 0 O 0 1 RAILS O DETAIL B L.H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC O'T cEiN a gr i/ 7 i V No. 51737 p STATE OF , ,ty 0 p•, .44\ 0'• fL0R10P' p N S'?10NA i\\V' B 12/ 15/11 RLB A 2866 3/10/08 RLB 2848 1 1/1 /07 RLB REV. E. C.N. I DATE: APPROV. CONSTRUCTION STRUTS 7' OR 5' B OPTIONAL LONG PANELEMBOSSESCENTER STILES ( 7 COLUMNS) CENTER HINGES ( 3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP e" Oe DETAIL C NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). Fl8= X- 7 18' X 8' P.O. BOXLITTLE RICK 8915 WUNDS®R DOOR 7 219 8915 AR 1(5DI) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B FRAC.f 1/ 64" NEXT LEVEL DATE: DWG. NO. DEC. t .015ANG. i V 11 1 07 99-B-079 SCALE PLOT SCALE DRN. BY oL ISHT 3 OF 3 Florida Building Code Online Page I of 3 BCIS Home Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map ; Links Search I Product Approval USER: Public User (40-- b.:,i9YYY. Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 10 Product Manufacturer Windsor Door MFG. LLC Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501)570-9213 DMCMAHAN@WINDSORDOOR.COM Authorized Signature David McMahan DMCMAHAN@WINDSORDOOR.COM Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 4 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed JOHN SCATES the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15080 R1 COI Cert of Ind Scates 2015 s.pdf Standard ANSI/DASMA115 DASMA108 Method 1 Option D Year 2005 2005 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS7')Fr2ZyIPt... 1 /27/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised of 04/24/2015 04/27/2015 05/12/2015 06/23/2015 11/28/2017 FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Installation Instructions FL15080 R1 II 99A061-revF JambAttach s.pdf FL15080 R1 II 99AO75 LockInstall s.pdf FL15080 R1 II 99B079-revB s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R1 AE Eval Report ResPan rla s.pdf Created by Independent Third Party: Yes 15080.2 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R1 II 99A061-revF JambAttach s.pdf FL15080 R1 II 99AO75 Locklnstall s.pdf FL15080 R1 II 99B080-revC s.pdf Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.9/-26.4 Verified By: JOHN E. SCATES, PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS FL15080 R1 AE Eval Report ResPan rla s.pdf Created by Independent Third Party: Yes 15080.3 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL15080 R1 II 99A061-revF JambAttach s.pdf FLIS080 R1 II 99AO75 LockInstall s.pdf FL15080 R1 II 99B081-revC s.pdf Design Pressure: +27/-31.2 Verified By: JOHN E. SCATES, PE FL 51737 Other: +27.0/-31.2 LISTED IS FOR THE 9' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS FL15080 R1 AE Eval Report ResPan rla s.pdf Created by Independent Third Party: Yes 15080.4 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Installation Instructions FL15080 R1 II 99A061-revF JambAttach s.pdf FL15080 R1 II 99A075 LockInstall s.pdf FL15080 R1 II 99B082-revC s.pdf Design Pressure: +31.2/-35.8 Verified By: JOHN E. SCATES, PE FL 51737 Other: +31.2/-35.8 LISTED IS FOR THE 9' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS FLlS080 R1 AE Eval Report ResPan rla s.pdF Created by Independent Third Party: Yes 15080.5 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R1 II 99A061-revF JambAttach S.pdf Approved for use outside HVHZ: Yes FL15080 R1 II 99AO75 LockInstall s.pdf Impact Resistant: No FL15080 R1 II 99B083-revC s.pdf Design Pressure: +42.6/-48.9 Verified By: JOHN E. SCATES, PE FL 51737 Other: +42.6/-48.9 LISTED IS FOR THE 9' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS FL15080 R1 AE Eval Report ResPan rla s.pdf Created by Independent Third Party: Yes 15080.E RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R1 II 99A061=revF JambAttach s.pdf Approved for use outside HVHZ: Yes FL15080 R1 II 99A075 Locklnstall s.pdf Impact Resistant: No FL15080 R1 II 99B084-revB s.pdf Design Pressure: +42.6/-48.9 Verified By: JOHN E. SCATES, PE FL 51737 Other: +42.6/-48.9 LISTED IS FOR THE 9' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS FL15080 R1 AE Eval Report ResPan r1a s.pdf Created by Independent Third Party: Yes https://www.floridabuildiiig.org/pr/pr_app_dti.aspx?param=wGEVXQ WtDquS7'lFr2ZylPt... 1 /27/2018 Florida Building Code Online Page 3 of 3 15080.7 1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5/-28.5 Other: +25.5/-28.5 LISTED IS FOR THE 20' 0" WIDE UP TO 12' 3" TALL OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS MODELS 724, 426, 735, 750, 755 Installation Instructions FL15080 R1 li 99A061-revF JambAttach s.pdf FL15080 R1 II 99AO75 LockInstall s.pdf FLlSO80 R1 II 99B095-revA s.pdf Verified By: JOHN E. SCATES, PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports FL15080 R1 AE Eval Report ResPan rla s.pdf Created by Independent Third Party: Yes 115080.8 1 RESIDENTIAL PAN DOORS I MODELS 724, 426, 735, 750, 755 1 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R1 II 99A061-revF JambAttach s.pdf Approved for use outside HVHZ: Yes FL15080 R1 II 99AO75 LockInstall s.pdf Impact Resistant: Yes FL15080 R1 II 99B096-revA s.pdf Design Pressure: +37.8/-42.9 Verified By: JOHN E. SCATES, PE FL 51737 Other: +37.8/-42.9 LISTED IS FOR THE 8' 0" X 7' 0" Created by Independent Third Party: Yes OTHER SIZES AND PRESSURES ARE LISTED ON THE Evaluation Reports DRAWINGS WINDOWS ARE NOT AVAILABLE FOR FL15080 R1 AE Eval Report ResPan rla s.pdf WINDBORNE DEBRIS APPLICATIONS. Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M .. „y.. ® 0 E Credit • Safe securt7+t r rctix' https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGBVXQwtDquS73Fr2ZyiPt... 1/27/2018 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4• X 3/4" 1/4" X 1/2- LONG HEX HEAD SELF CARRIAGE BOLT & NUT DRILLING SCREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE SHEEi2FA E1YAL"SCREWS. OR FLAG BRACKET. FASTEN TO WOOD JAMBS WITH 5/16- X 1-1/2- LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4" -20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 16GA. (9 X 8). OPENING HEIGHT 63" (9 X 8) / NOT OVER r/ DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42" (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X 8) FOR MODEL 735 5' 2 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X B. 21" OR 24" SEE DETAIL C. HIGH PANEL GALV. AND STOP MOULDING NAILED EVERY 12" PREPAINTED STEEL 6-D TYPE NAIL MIN. 25 GAGE ALL MODELS I EXCEPT 24 GAGE MODEL 750, 755 2 , 1 I LAG SCREW - 5/16" % 1-1/2" SECTION 5-6 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A - F FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS, HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT I POSITIVE NEGATIVE IPOSInvE NEGATIVE 9'-0" 7'-0" 22.9 26.4 1 +34.4 39.6 9'-0" 8'-0" 19.2 22.2 1 +28.8 33.3 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. Digitally signed by John E. Scates, P.E. Date: 2015.04.14 19:19:23-05'00' 3121 FAIRGATE DR. Carrollton TX 75007 TX_ PE SB308-F-220337DOORSSHOWNONTHISDRAWINGHAVEBEENDEMON57RATEDTOWITHSTANDTHEPRESSURESFL-PE972-49517LISTEDINTHETABLEABOVEVIATESTINGTOANSIDASMA108-05. 2-9, Professional Engineers seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. p;ded only for verification wndlood construction details. ly 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSE WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON DR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X B). OPTIONAL LOCK — NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTH 3 STRUTS J TRACKS ON DOORS WITH EXTENSION SPRINGS). 3" 200A SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4- LONG HEX HEAD SELF DRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. (SEE DETAIL C) OTHER STRUTS IN MIDDLE OF TOP & BOTTOM SECTIONS. 1-3/8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724; 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. p•CGEN8jF i9No. 5V37 0 STATE OF 0A •.; LOR10P•0 fS I ONt- 0\ A OPTIONAL LONG PANELEMBOSSESr- BB7' OR 8' A 1 9' SINGLE CAR) CENTER STILES HINGES OCOLUMN) 16" AIR( VENTS 1 4("))XIN2CRMIN. TOTAL OPEN H AREA). OPTIONAL. II 1. 25" J_Uj USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE. END STILE & RAIL. DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT e O O Oa O O• a O O' O 20 GAGE ENDCAP USEDON N X A nOnR ONLY L.H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC DETAIL C 9 X % 9 X 8 r1r/ WINDSOR DOOR P.0 BOX 8915 LITTLE DCK, 72219 R 915 AR501) 562- 1672 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/ 11 RLB TOLERANCE FRAC. 31/ 64' DEC. t . 015 ANG. t V 2866 3/ 10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. N0. 99_g_ p79 2848 11/1/07 RLB E.C. N. DATE: AP PROV. SCALE NONE S HT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA BOLTED TO N4 TRACK BRACKETS WITH 1/4"-20 X 5/6" TRACK BOLTS. OPENINGHEIGHT #4 NOT OVER D OR HEIGHT) 3 a BRACKETS EACH SIDE p3 3/4" X 1-1/2" X 13 GAGE MIN. 1/4' GE BOLTON NUT GALV. STEEL HORIZONTAL ANGLE. USE EXTRA 1/4" X 3/4" HEX HEAD SELF ll DRILLING SCREW USESHEIJ E1TA L"SCR3WS' 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. DETAIL D 63'.(16X 7) 74" (16 X 8) 42" (16 X 7) 50" (16 X 8) 21' (16 X 7) 24" (16 X 8) 5" 20 GAGE END STILES — FASTENED WITH TOG—L—LOGS TO PANEL. USE END CAP. OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6—D TYPE NAIL MIN. I I SECTION B-B 1 DGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT PDSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0"+18.7 20.8 28,1 31.2 1 6'-0" 8'-0" 18.7 20.8 28.1 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 320GA WIDE 16 X GAGEROLLERHOLDERI" 3" 1SGA WDE 16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW rF TOPBRACKET. 2' ROLLER WITH 7/ 16" DIA. STEM. TIRE: STEEL 16 X 7) 7 BALL SHORT STEM 16 X B) 10 BALL LONG STEM OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 2" — GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS, GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) i/ 2" PDLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR SECTION OVER HINGE MODEL 735.— LEAF. (SEE DETAIL 8). T) 1 —3/B" POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV, AND 750, 755, 426. 730. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASLAG SCREW5/16" X 1-1/2" SCREW SCAN BEOTTOM ABOVESECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG— L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8' HEX BOLTS k NUTS OR 1 / 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES I IX— Ht 56s0a—r-2zOs LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108—D5. FL—PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal Provided only for verification w ndlood construction detoils. No. 51737 , E 41 0STATEOFSONA; V N CONSTRUCTION STRUTS A OPTIONAL SS8 GLASS LIGHTS fC7e' I I1-1I LD e B A 16'(DOU9LE CAR) 4" X 16" AIR VENTS OPTIONAL 4) REO'O. ( 120 SO. LONG PANEL IN MIN. TOTAL OPEN ) EMBOSSES AREA). OPTIONAL. >CICENTER HINGES NTEI STILES ((3COLUMNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TDP LEAF OF HINGE, END STILE do RAIL. TYPICAL FOR EACH 1.25" ui 1— 2. 75" — 1 DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18CA WIDE STRUT (15 X 8) 20 GAGE END STILES 20 GAGE END CAP c 0e O t DETAIL C L. H. NOTE: DOOR MUST BE INSTALLED WITH EITHER pN ELECTRIC OPERATOR MUST ENGAGEXTBENSION f x DETAIL B TTRACKSOON ( DOORS WITH I SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT 1 DEBRIS REQUIREMENTS IN FBC I /X\ lTJ< P.O. BOX 89t5 W WINDSOR DOOR LITTLE 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE FRA2866 DECO z 01t1' 3/ 10/OS RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 BSCALE DIN. BY HDWG. NO. gg- 13_079 2848 11/1/07 RLB[ANG E.C.N. DATE: APPROV, NONE SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOIL OPENINGHEIGHT NOT OVER D OR HEIGHT) kN" Z7,0 3/4" X 1-1/2 ( 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL. HORIZONTAL ANGLE. 1/4' X 3/4' SHEET METAL SCREWS EXTRA4' X 3/4" 2" GALV. STEEL HORIZONTAL HEX HEAD SELF DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 1 63" (18 X 7))7-T 74" (18 X B) 3" SEE DETAIL "E' I -- DETAIL AL A6 STRUTS — 13 GAGE GALV. STEEL TOP BRACKE7 3° 18GA WIDE WITH10GAGEROLLERHOLDER . NOTE THAT ROLLER HOLDER (SEE DETAIL A) CURL IS TURNED DOWN. SEE DETAIL D. 6 STRUT JUST BELOW TOP BRACKET, 2" HURRICANE ROLLER WITH B 7/ 16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B OPTIONAL SSB GLASS LIGHTS 18'( DOUBLE CAR) 42 ( 18 X 7) 3 18GA WIDE STRUT ((4' X 16" AIR VENTS SD" iB X B STRUT ON UPPER PART OF 4 REQ'D. (12D SQ. LEAFSECTION OVER HINGE SEEDETAIL8). AREA). OPTIONAL. OPTOTNAL. 1/ 2- SUPOLYSTYRENE INSULATION21" ( 18 X 7) STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING 24" 18 X 8 MODEL 735. SECTION ABOVE HINGE SCREWS THROUGH HINGE LEAF, LEAF. END STILE & RAIL AS SHOWN. GALVANIZEDSTEELTYPICAL EACH END HINGE. DETAIL E 4 BRACKETS EACH S1DE 2D GAGE END STILES — FASTENED WITH TOG— L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY IT- 6_ 0 TYPE NAIL MIN. — I SECTION B—B \ 13 GAGE GALV, STEEL WINDLOAD TRACK BRACKETS. SEE Al FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1— LAG SCREWS & WASHERS. PREPARATION OF JAMBS BY OTI SEE DETAIL .E': - P, S.F. TABLE DOOR S12E DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 8'- 0" 7'-0" 18.7 20.8 28.1 31 .2 8'- 0" 8'-0" 18.7 20.8 28.1 31 .2 2" STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) p 1- 3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTED STEEL p 25GAGEALLSTRUTINMIDDLEOFMODELS EXCEPT BOTTOM SECTION. Q; 24GAGEMODEL750. 755. 13 GAGE GALV. STEEL 0 BOTTOM BRACKET ATTACHED WITH 3 DETAIL B FASTENERS. BOTTOM L. H. 2 SCREW CAN BE ABOVE OR BELOW ROLLER. T SECTION A —A NOTE: GLAZING DOES NOT SATISFY IMPACT 20 GAGE GALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC TOG— L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL 77 FASTENEDWITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4 20 X 5/B" HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FLI972 03Ua— r—L"LU3 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 106-05. —PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's se01 provioetl only for verifrcolion of wbdlo0d construction det0ils. CONSTRUCTION STRUTS 7' OR B' B OPTIONAL LONG PANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 6 GAGE END CAP e e Q e DETAIL C NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). 18' X 7' 18' X 8' p? 6!Iia P i No. 51737 4/ o• STATE OF %11 WMNDSOR DOOR P. O. BOX 8915 7 219 8915 AR SOt) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 8 AOS RLB TOLERANCE 2866 32 110 RLB FRAC :k 1/64" DEC. t .V NEXT LEVEL DATE: 11 1 07 99 GB 079 2848i /1/07 RLB REV. E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 3 OF 3 Florida Building Code Online Page 1 of 5 BCIS Home I Log In .j User Registration 'i Hot Topics j Submit Surcharge Stats & Facts Publications FBC Staff I BCIS Site Map Links Search tifj'iC1 Product ApprovalaUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FilmFL # FL17676-R6 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved UK MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE W Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 08/23/2017 08/30/2017 09/09/2017 Year 2008 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR... 1/27/2018 Florida Building Code Online Page 2 of 5 of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R6 C CAC APC(113S5)C7327.01-109-47- l.pdf Quality Assurance Contract Expiration Date 04/12/2022 Installation Instructions FL17676 R6 II Install - 3540 SH 36 x74 Fin.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 Fin 36x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH Fin 36x84.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC A3485.01.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2019 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH Fin 40x66.1)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3S40 Fin 44x63.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R6 C CAC APC 3540 Fin 44x72.pdf Quality Assurance Contract Expiration Date 08/01/2022 Installation Instructions FL17676 R6 II Install - 3540 SH Fin 44x72,pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R6 C CAC APC(10816)C7324.01-109-47- 6.pdf Quality Assurance Contract Expiration Date 04/12/2022 Installation Instructions FL17676 R6 II Install - 3540 SH Fin 44x84.1)df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR... 1 /27/2018 Florida Building Code Online Page 3 of 5 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R6 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R6 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511854E 1252.1)df Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 36x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R6 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511989 3540 FLS 36x84.1)df Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 44x72.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R6 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511849B 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R6 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R6 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2022 Installation Instructions FL17676 R6 II 08-02269A 12.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZSJrZFR... 1/27/2018 Florida Building Code Online Page 4 of 5 FL17676 R6 AE 513015A 2269.1)df Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC(10818 C7325.01-109147 - 13.pdf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R6 II 08-02270A 13.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 513016A 2270.pdf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R6 II 08-01514 512141.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 512141 3540 Fls 52x84.pdf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC A2726.01.)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/20/2019 Design Pressure: +35/-35 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R6 II Install Instructs - 3540 SH FIN 48x72 (As Tested).pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC(10817)C7327.01-109-47 - 16.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH CHS Fin 108x74.pdf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.17 3540 Twin Single Hung 73x71 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC F1902.01-109-47-RO 3540 SH.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure:+35/-40 11/03/2020 Other: R-PG35 Installation Instructions FL17676 R6 II 08-02997 - Anchor Clip.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 513853.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395, 'Pursuant to https://www.florldabu11ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZSJrZFR... 1 /27/2018 Florida Building Code Online Page 5 of 5 Section 455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her . Product Approval Accepts: Credit Card Safe sc'c(i`Ily AtE1'IC5 1 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR... 1 /27/2018 ELEVATION 2" typ. 36" -j o,c max. 2" typ. T-T 8" o: c. mlax: J- j a-*` 'Cl_ CALL FOUR NAIL FIN' IS MEANS 'MDUN NOT TD BE TERM WHICH ITH '1/2' FRONT FLANGE) FLASHI BY OTHE Anchor See Sectlon Det Min :Edge 7%16" SHEATHING JAMB DETAIL HEAD DETAIL IZE HEADER AS .NEEDED CAULK UNDER NAIUNG FIN ENTIRE PERIMETER BEFORE-. FASTENING. SHIM AS REQUIRED 6 X "1-5/8 SCREW (SHOWN WITH '4" SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO .STUD:s SILL DETAIL Notes: i, Installation depicted based off of structural test :report #62133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional 'requirements. 3. Wood buck installations .are. assumed 2x S-P-F (G=0.42) or denser.. Buck width shall: be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood. buck shall be secured to the ;structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non - compressible -type.. 6.. These drawings depict the details. necessary to meet structural load requirements. They do not address the air infiltration, water penetration, `intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed, For window sizes .smaller than shown, locate fasteners 2" from corners and no more than :8" on center, Design pressures of smaller window sizes ore limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36" x 84" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE. LIMITATIONS) Q® M INSTALLATION INSTRUCTIONS FASTENER SCHEDULE FIN` Mooch 7ogre: V. 12-14-09 ocmalDAM Windows & Doors 3540 Single Hung scar, NONE 1 a 1 Gratz, PA 3 0-3240 SH FIN — 36" MAX. FRAME WUJTF _l AP HORS TO BE FCUALLY SPACED, SEE ANCHOR CHART SHEET I FOR UNIT SIZE AND ANCHOR QUANTITY B4" MAX.. O / FRAME i/ HEIGHT is X. 4" MAX. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACTRATING 40. 01-50.OPSF NONE Number of anchors required at each Jamb Height in) Panel width (in 24. 0 30.0 36:0 2 2. 2 2 2 2 3 3 3 P3333- 3: 3 3 3' 4 4 4 4 66. 0 4 4- 4 72. 0 a 4 5 78. 0, 4 4 5 64. 0 4 5. 5 TABLE OF CONTENTS SHEET NO I DESCRIPTION REVISION^> n ESGRIf IIUh 1 LIN]'E 1 Ai'Fltrn'E:J NOTES: 1) THE PRODUCT SHOWN HEREIN IS r .GNFD AND M Nl Fr CTURF:) TO C )MF WITH REQUIREMENTS OF THE FLORIDA BUILDING, COIDE. 2) WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANFER AL LOADS TO TRUCTURE. FRAMING AND MASONRY OPENING IS T,I_ RESPONSIBILITY OF THE ARCHITEC( OR ENGINE R OF i?LC RU. 3) 1X RUCK OVER MASONRY/CONCRETE IS OPTIONAL;. WHRE 1X BUCK IS NOT USED DIS IM LAR MATERIALS MUST BE. SEPARATED WITH APPROVED COATINC OR MEMBRANE. SELECTION OF COATING OR MEMBRANE: IS 1HE R SPON;113'.II1 OF THE ARC HITI . T OR ENGINEER O PECCRD. 4) ALLOWABLE STR"_ SS INCREASE OF 1/31 WAS NOT USED IN THE DESIGN 111__ PRODUCT SHOWN HEREIN WIND LOAD DURAT.ON FACTOR Cd- 1 u WAS l _E:) OR WOOD ANCHOR "CALCULATIONS. FRAME MATERIAL: EXTRUDED RIGID PVC. 6',; SASH UNITS MUST BE REINFORCED WITH (NIL- 451-020 STEP R.!NFCR rN-!IT. MELTING RAILS MUST B FE.NF RCFI V1f1H R9-InaS .:J S EFt REi JFOR„1VFN';. UNITS MUST BE GIJZEL PER AG1M EJZ,00-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM Imo' F'U()UIREI) FOR THIS PRODJCT IN '•MnvD BORNE DEBRIS REGION 9) SHIM AS REOUIPED AT EACH INSTAL.. LATION ANCHOR WITH H I-0D - RIf HIAa. SHIM INHERE SPACE. OF 1/lt° OR GRF..AT_n. OCCURS. MAhIMUt 1 1:711 F Srf'!s. STACK TC BE. 1/4" 10) FOR ANCHORING INTO MASONRY/CONCRETE USE .3/16" TA,°CONS WITH SIIFF1('1[NT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT" INTO b H;TRATF WITH . 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOV01 IN ELEVATIONS, S AND NSTALLAIION DETAILS. 11) FOR ANCHORiNO INTO `vd.00D FRAM NG OR 2X BUCK USE .#8. WOOD 'SCF;, W WIiH SUFFICIENT LENGTH TO ACHIEVE .A 1 3/16 I,41NIMU11A EFIBEDMEENT INT SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVa IONS AND NSTi,L ;TIOt' DETAILS, 12) ALL FASTENERS 10 BE CORROSION IRESISCANT. 13)INSTALLATION ANCHORS SHALL BE INSTALLED IN. ACCORDANCE ',',"Hit ANCHOR MIANUFFACTUREP S INSTALLATION INSTRUCTIONS, AND ANCHOR S-1AIA_ NUT, BE USED IN S- JBSTRATES ,IITH STRENGTHS LESS THAN TIE MSP R,1._M STRLNGII I SPECIFIED BELOW: A. WOOD - MINIMUM 5PECI 1G GRAVITY O. G G.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFCR ANCE TO ASTM .C-90, GRADE N, T`'PF I !OR GREATER). MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ, PA 17030- 0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL, REINFORCED - NON - IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES ELEVATIONS, ANCHORING LAYOUTS AND NCTE`; V.L. 2 - 3 1 INSTALLATION DETAILS 08-01372 NTS ante 10/ 17/11 1 sneer 1 OF 3 SIGNED: 1012112011 11` 09/ v•. r, EN, J j00 61 F 0R1t1P •'. jS/ QNIALI0 GN X CKI'V/001' FRAP'lt C; BY OTHER",, 2X liUA,K TO UL PROPENLY TO BE SET PED 01- APt)ROVE. SEALANT - HEAD TO BE SET N A BED OF APPROVED CONSTRUC71ON SELANT EXTERIOR' 1 3116., twN. :_ 1 , /,I " iAY 8 WOOD SCRFVJ INTERIOR 2X BUCK/WOOD FRAbIINO x BY OTHE4S, 2X B" UCK TO " V= BE PROPERLY SECURED , 1ri EXTERIOR FLANGE TO BE SET IN BED OF SILL TO BE SET IN APPROVED SFALAN " HORIZONTAL CROSS SECTION BED OF AP?ROVED 2x BLICKIWOOD FRAMING INSTALLATION CCNSTRUCT"ON ADHESIVE FU,NGw ' -.0 R; - SET IN BED 0, APPROVED SEALANT BUCK/ X U , CK/WOOD FRAMING F.,.'Y OTHERS, 2K BUCK TO, -VERTICAL CROSS SECTION t3;- PROPERLY SE,.,tpRE:D 2XBUCKIWOOD FRAMING INSTALLATION 1/4" Max. SHIM NOTE: INTERIOR AND EXTERK-IR FINISHES, BY CPHEPS, NOT SHOINN FOR CLARITY. MASONRY/CONCRETE BY OTHLRS 0P"i!ONAL 1X BUCK BY O'IFIERS, I BUCK TO BE PROPERLY SEC:;RED. SEE NODE 3 SHEET 1 F i_AN>F TOPE SETIN BCD OF APPROVED SEALANT EXTERIOR FLANGE TO BE SETN BED OF APPROVF0 SEALANT 1 IKONA1 IX BUCK BY THFRS, 1X BJCK TO BE PROPERLY SECURED. SEE NOTE S JII;Ll i 4 a 1:/4" MAX. J SHIM HEAD TO BE SET N A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR a VERTICAL CROSS SECTION MASONRY/CONCRETE- INSTALLATION SILL TO HE SET 'N BCD OF APPROVED CONSTRUCT ON ADHESIVE 1 /4" MAX. SHM 1 1/4" MIN. EMBFDMENT MASOFdRY%COiNCRE'PEBYOTHERS 2 5/3" wil D;,F !D, iST. I REVISIONS UESi;HIF'i1GN 1 %4." MAX. SHIM fT- 3j16" TAPCiON INTERIOR O•P1IUNAL. 1;t Bu1, H7 -' EXTERIOR OTHERS, 1X BUCK TO BE PROPERLY SECURED. `_'sEE F1_A,NGE TO BE NCTE 3 SHEET 1 SET !N GED OF APPF20YED SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION MASONRY/CONCRETE NOTF': INTERIOR AND EXTERIOR FINISHES, 13Y OTHERS, BY OTHERS NOT SHOWN !'OR CLARI-Y WIDOWS ANDM650 0WESTMARKETDOORSSTREETI GRANTZ, PA 17030-0370 w•4 GENSFgs y SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84INSTALLATION4.TAT?f60>FDETAILS w UltAWN: i1Y4 NG: R[V C`•:,LOR0 V.L. 08—.0i1372 — SS ONA NT:S oa e 10/17/11 3 OF 3 ELEVATION 2" typ 108" 72" O.0 Mox. I 2" typ 2" o.c. max. a n I* CLEARANCE ALL (ALL FOUR SIDES) FIN" IS A GENERIC TERM WHICH S "MOUNTING FLANGE". TO BE CONFUSED WITH "1 /2" 1 STTHING Min Edge Distance f5 JAMB DETAIL HEAD DETAIL. FLASHI BY OTHE Anchor See Section Details) cKc«+« Min Ed9e " SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fiinbefore fastening. IM AS QUIRED DRYWALL TOWN WTH 1/2" SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327. 01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed .2x S— P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4" Permitted at each fastener location. Shims shall be load bearing, :non — compressible type. 6. These :drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration„ water penetration, intrusion or thermal performance, requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2" from corners and no. more than 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) S- i INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN — qe" wi ar. art: V. M.R. 8-20-09 p ° A 3540 Single Hung NONE 1 1 Windows & Doors Gratz, PA Continuous Head and 'Sill om . . 3540 SH CSH FIN — Florida Building Code Online Page 1 of 3 BCIS Home j Log In i User Registration Hot Topics ; Submit Surcharge I Stats & Facts Publications FBC Staff BCIS Site Map Links I Search dlo%r *Product ApprovalbUSER: Public User rc. Product Approval Menu > Product or Application Search > Application List > Application Detail pis FL # FL18504-R2 Application Type Revision Code Version 2017 Application Status Approved Comments Archived !m= Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer L_' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 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 FL18504 R2 COI FL COI.pdf Standard AAMA 450 Method 1 Option D Year 2010 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqs9%2f/o2ftCO... 1 /27/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 09/23/2017 10/23/2017 10/26/2017 12/12/2017 I FL # I Model, Number or Name I Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01455B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504 R2 AE 512079B.pdf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01445B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 R2 AE 512069B.pdf Zone 3. Created by Independent Third Party: Yes 18504.3 M 2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01834B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120", Impact resistant up to Wind FL18504 R2 AE 512521B.pdf Zone 3. 1 Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01833B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 R2 AE 512520B.pdf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2300 Horizontal Mullion M-2300 Horizontal Mullion, Single or Twin with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01907A.odf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 120", Impact resistant up to Wind FL18504 R2 AE 512602A.pdf Zone 3. Created by Independent Third Party: Yes 18504.6 M-2300 Vertical Mullion M-2300 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01906B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 R2 AE 512601B.pdf Zone 3. Created by Independent Third Party: Yes 18504.7 M-2301 Horizontal Mullion M-2301 Horizontal Mullion Single or Twin with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-02834.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 120", Impact Resistant up to Wind FL18504 R2 AE 513629.pdf Zone 3. Created by Independent Third Party: Yes Back Next https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2P/o2ftCO... 1 /27/2018 Florida Building Code Online Page 3 of 3 Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 4S5.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: MZ Credit Card_._._. Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2P/o2ftCO... 1 /27/2018 jWN I L_I LlI 1 ,I p. CFL T;"J IHi .. .iP I'N(' N=_P F I E F- INC FA_ F )_ VIA" I!OT I.ISFD !.I I THE 131- TH RODUC _:FICNN IICI'! IN. NIND L F.,, IRA"ION hA, C;1=I WAS 1 , .11 Ff, Wr)`D ANCHORI Ll: J LATII_I".l,. 1 AP. IVFD IMPACT PROTECTIVE - CFM IS NC!T REOUIRf CI FI`ii IH-S PRUL...'. INI WINID BOPN Lc3R I _i1IONV UP TO WINO ZONE 3. L:ESPG hd PRES'_URE AND IN STAI_LATION DETAIIS SHOWNI IN THIS nl)I- lJMENT APPLY ONLY TO MULLII:7N'I. WINDOWS MUST BE APPROVED NDER SEPARATE APPROVAL. SINGLE WINDOWS TO BE MULLED ARE II LIMITED TO THOSE CROWN ITV THIS DRAWINGWINID,)WS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC, 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE ESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT_ UNIT'• MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHCIRFD AS SHOWN HEREIN_ 9) MULLII_)NI VERTICAL INSTALLAPONi IS SHOWN, MULLION MAY BE USED IN I(-)PI10NT. AL APPLICATIONS AS LCING AS DIMENSION'S INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DE'EIGN PRESSURE TABLE INSTRUCTIONS: DEFINE PEI-)UIRFD DESIGN LOAD PER FLORIDA BUILDING CODE i:I-IAPTER 16. i)ET1:-R' Im INN TRIBUTAR'i NIIDTH AiVD MULLION SPAN BASED ON I+;It II, ICT TO BE INSIALLE.D. ':SEE FORMULA F(—JR TRIBUTARY WIDTH, MUL IPd SPAN ; UNIT IiEI(:HT' AND TRIBUTnR W=DT'H. AT 1L I[ 2 IliiJ OF NT. : OI_UMN CONTAININI; THE MiUI_LION JRIF:UJIAP) V% I_fr.TIVELY L. THE NUILON RATING lli IN ':,TEI I I- L(' IJ I THAN HE+)TIRED IJc:E OFI % T.F, II REVISIi7nIS Dl--RIPTION REVSED INSTALLATIQN DETAILS REVISED ANC"GR NC NOTE', AN,' I)RINi-; NOTES. i T C; R ANL:HLRING INTO WOOD FRAMING C i, BUCK I_ISf #10 WOOD S('.RFW WITH S'UI ,'..ENT LEJGTRI TO A(.HIEVF A I 3/8 MINIMUM EMBEDMENT_ LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 3/16' ELCO ULTRACONI TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 1' MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) FOR ANCHORING INTO METAL FRAMING USE #10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 4) ALL FASTENERS TO BE CORROSION RESISTANT. 5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, ,AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B, CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C MASONRY — STRENGTH CONFORMANCE TO .ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL — STEEL 18G,A (.048') FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .0625' THICK MINIMUM. I MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030 M-1926 VERTICAL MULLION 84" MULLION SPAN TABLE OF CONTENTS NOTES SHEET NO. DESCRIPTION DRAWN. Owi. N0, NOTES V.L. 08-01445 SCALE DATE SHEET CONFIGURATIONS AND DP CHART NTS 01/11/12 1 OF 4 Ni;TAL LATION DETAILS L. ROBERTO LOMAS P, E. 1432 WOODFORD RD LEWISVILLE, NC 27023 4 COMPONENTS 434- 668-0609 rllomas@Irlomaspe.com DATE 1 SIGNED: 1011712017 y i EE2NS* P 051TTAHTFE OF ; La` RB %ss OhlA ` 1E G\•. Luis R. Lornos P.E. FL No.: 62514 I 107 3/8" C.OMBlNED WIDTH r! - IIII WINDOW WINDOW 107 3/8' WBINEC) WIDTH 107 3/8" COMBINES, - WIDTH W 1 - W 2 - WINDOWFRAME HEIGHT WINDOW MULLION SPAN) I'll W2 I Il WINDOW II WINDOW ' / WINDO I W I 107 3/3' COMBINED WIDTH span (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.0 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 96.4 73.6 58.4 53.7 50.7 49.4 65.63 90.2 68.6 53.9 49.3 46.3 44.8 72.00 81.0 61.2 47.6 43.2 40A 38.6 84.00 62.1 45.0 33.1 1 29.1 267-37 24.9 101 3/8" COMBINED WIDTH W1 - W2 83" // FRAME WINDOW WINDOW HEIGHT MULLION SPAN) 07 3/8" COMBINED WIDTH w2 33" r FRAME HEIGHT WINDOW WINDO ll MULLION S PAIV ) W 1 - I- W2 - 107 3/8' COVBINED WIDTH REV' SIB i'IS REv DESCRIPTION DATE nvpsvvEO A REVISED INSTALLATION DETAILS 8 I REVISED ANCHORING NOTES - 05/ I O/!7 R.L. FW, 07 COMBINEDDWIDTH W2 83 // l WINDOW FRAME HEIGHT WINDOW ll WINDOW MULLION / SPAN) w1 w2 - 107 3/8' COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 318" AS SHOWN HEREIN. span ( in) F18.13T25.50 36.00 42.00 48.00 52.13 25. 00 120.0 120.0 120.0 120.0 120.0 120.0 37. 38 120.0 120.0 120.0 120.0 120.0 120.0 49. 63 120.0 109.2 90.2 85.4 83.5 83.4 62. 00 107.1 81.8 64.8 59.7 56.3 54.8 65. 63 100.2 76.2 59.9 54.8 51.4 49.8 72. 00 90.0 68.0 52.8 48.0 44.0 42.0 84. 00 62.1 45.0 33.1 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030 M- 1926 VERTICAL MULLION 84" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: DWG N0, V. L. 08-01 445 STALE NTS I DATE 01 / 1 1/ 1 2 I SHEE' 2 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 rllo-s@Irl-aspe.c- SIGNED: 1011712017 v •\ CENS•giP 5 TTATf E 0 RB Luis R. Lomas F. E. FL No.: 62514 MAS, NRV,-01: C. RETE BY OTHERS IvI EMBEDMENT I I 3 / I C, ELCO ULTRAr_,ON CEC75796 Ct SECT M- 1926 J j MULLION i 10 WOOD SCREW q i F 5/; MIN. EMBEDMENT WOOD FRAMING/ BY OTHERS VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION e REV DESCRIPTION DATE r-I:;iVF.D A REVISED INSTALLATION DETAILS 08/97/ 1 ° R.L. B REVISED ANCHORING NOTES 0510/ /17 R.L. SECT M-1926 MULLION SECT5796 CLIP 10 SMS OR 1 SELF DRILLING SCREW i METAL 2'MIN STRUCTURE EDGE DISTANCE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SECT5796 OR MT0000Il CLIP I I1 SECT5796 OR MT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030 M- 1926 VERTICAL MULLION 84" MULLION SPAN INSTALLATION DETAILS DRAWN: DWG NC/. V. L. 08-01 445 SC - LE NTS DATE 01/11/12 S'EE'3 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 dlomas@a lrbmaspe—m SIGNED: 1011712017 09 in, E&N SF s 5114( rTAT l cpt o. • 7- 7 e Luis R. Lornas P.E. FL No.: 62514 4 .. SECT M-1926 MULLION ALUMINUM 6063-T5.125" THICK MT000022 CLIP 16GA (.063') GALVANIZED STEEL 3 3/4" 3/ I 3/8" V.. 2 7/8" IJ_ TI SECT5796 CLIP 2< 01/4" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK 3 3/4" I 3/8.. x 01/4" I 4 .. 2. 2 7/8.. 7 / i 4 J T SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 . 125" THICK REVISICNS DESCRIPTION DATE "II.WFf REVISED INSTALLATION DETAILS 08/07/15 R.L. _- REVISED ANCHORINC• NOTES 05/1 C/'17 R1.. SIGNED: 10/1712017 M WINDOWS LLC ILIQL/// WEST STREET S11R650MARKEDOORTGRATZ, PA 17030 ti v •GENSF9si'' 7k• 0 51 *- M-1926 VERTICAL MULLION 84 MULLION SPAN Q ` COMPONENTS y3 • TAT OF ORMt • DRawnl: nwc. No. R¢-v V'° LE 08 8 ss/0NAi_111 ?C'\\\ Luis R. Lornas P.E. NTS Dr TE 01 /11/12 'D" EiE445 OF 4 L. ROBEPTO LOMAS P.E 1432 WOODFORD RD LEWIS VILLE, NC 27023 FL No.: 62514 434- 688-0609 rllomas@Irlomaspe. com Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration Hot Topics Submit Surcharge Slats & Facts Publications FBC Staff I BCIS Site Map Links Search Q'1 3 Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL18644-R2 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE i Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S. 2/A440 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 Year 2005 2008 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquIGtg5bCXRs... 1 /27/2018 Florida Building Code Online Page 2 of 3 of Products FL # I Model, Number or Name Description 18644.1 13500 PW 81x63 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: FW-LC50 Certification Agency Certificate FL18644 R2 C CAC MI Windows - 3500 PW B9102 81x63.pdf Quality Assurance Contract Expiration Date 04/30/2021 Installation Instructions FL18644 R2 II 08-02818.pdf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R2 AE 513610.pdf Created by Independent Third Party: Yes 18644.2 3500 PW 81x63 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R2 C CAC APC D3210.01-109-47-RO 3500 FXD Approved for use outside HVHZ: Yes 111822).pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +35/-35 11/18/2022 Other: LC-PG35 Installation Instructions FL18644 R2 II 08-02818.pdf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R2 AE 513610.pdf Created by Independent Third Party: Yes 18644.3 3500 PW 60x96 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R2 C CAC APC - F1910.01.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 10/08/2020 Design Pressure: +50/-50 Installation Instructions Other: LC-PG50 FL18644 R2 II 08-02858.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R2 AE 513666 F1910 2858.pdf Created by Independent Third Party: Yes 18644.4 3500 PW 96x60 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R2 C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 96x60.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-60 04/30/2021 Other: LC-PG50 Negative DP=-60 Installation Instructions FL18644 R2 II 08-02859.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R2 AE 513667.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her . Product Approval Accepts: n https://www.floridabu11ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquIGtg5bCXRs... 1 /27/2018 Florida Building Code Online Page 3 of 3 Credit Card Safe littps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquIGtg5bCXRs... 1/27/2018 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 STRJCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE, FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER, STRUCTURAL SUBSTRATE MATERIAL, 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE, WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 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 OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 3. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM .ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, .APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS, 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTKI E1300-04. 13, APPROVED IMPACT PROTECTIVE SYSTEM 1S_REQUIEED.., FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14, FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE MI6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.T DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS DESCRIPTION I DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. 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 17, GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN, 18, THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350.0PW. 3500T, 3500SOLITES, 3500SP, 3540PX. 3540T, 354OSDLITES, 3540SP, 3250PZ, 3250T, 3250SOLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 350OHPSDLITES, 3500HPSP, 358OWP, 3580T. 358OSDLlTES, 358OSP, S-350OPW, S-3500T, 5-350OSDILITES, S-350OSP. S-3540P'W. S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-3500PW, W-3500T, W-3540PW. W-3540T. W-3540SDILITES, W-3540SP. 1255PW, 12555P, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP, DRAWN: N.G. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 95" X 60" NON —IMPACT NOTES DWG NO. 08-02859 NTS IDATE 02/04/16 1 SHEET 1 OF 3 SIGNED: 0211712016 lR i I C7ll0 NGENSFgiP i r7oJ"!'`,STt(AATrrTE OF i`• ' 17 Rev 0R1 P•G i X/ /10INALt "\ REVISIONS REv OESCRIPrlON DATE APPROVED 96" MAX. FRAME WIDTH 2" MAX 10" MAX 2" MAX O.C. 2' MAX —i jit I 60" 10" MAX O.C. MAX. FRAME HEIGHT SEE, CHART #1 FOR NUMBER OF ANCHORS I 2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.0/-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2 2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #1 Number of anchor locations required Frame Frame width (in) Height 36.00 1 42.00 48.00 54.00 60.00 66.00 1 7200. 78.00 84.00 90.00 96.00 In) H&S Jambi H&S Jamb H&S jJamb H&S Jamb H&S jJamb H&S Jamb H&S Jamb H&S jJamb H&S Jamb H&S Jamb H&S Jamb SIGNED: 0217712016 24. 00 5 3 1 5 3 6 1 3 6 3 7 3 8 3 8 3 9 1 3 9 3r3 11 3 30. 00 5 4 5 4 6 4 6 4 7 4 8 4 8 4 9 4 9 4 4 1 4 MI WINDOWS AND DOORS X511t1111II/ 36. 00 5 5 5 B 6 5 6 5 7 5 8 5 8 5 9 5' 9 5 6 11 5 ii • L 0 41. 00 S 5 5 5 6 5 6 5 - 7 5 8 5 8 5 9 5 9 5 5. 11 S 650 WEST MARKET STREET PA 7030-0370 J\ . GEN, ti1,9 / 48. 00 5 6 5 6 6 6 6' 6 7 6 8 6 8 6 9 6 9 6 8 11 6GRATZ, 1 SF 54. 00 5 6 5 6 6 6 6 6 7 6 8 6 8 6 9 6 9 6 6 11 660.003500 FIXED WINDOW 5 7 5 7 6 7 6 7 7 7 7 8 7 9 7 9 7 11 7SERIES 96'' X 60" NON —IMPACT 66. 00 5 8 5 8 6 8 8 6 8 7 8 -8 8 8 6 8 7 8 8 8 9 8 9 8. 8 9 8- - ELEVATION O• TAT OF 72. 00 78. 00 5 5 8 5. 9 5 8 9 6 6 9 6 9 7 9 8 9 8 9 DRAWN; OWO NO. wry` REV / C Oji10P' \ ` 8 9 08 8290E SS10 IAL1EaG\\,\ 90.00 5 0 5 0 6 0 6 0 7 0 N E NTS °"`E 02/04/16 50 3 511 APPROVED SEALANT BEHIND FIN 6 MOOD SCREW 3/4" MIN EDGE DISTANCE EXTERIOR 318" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR REVISIONS DESCRIPTION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 MI N/ 4" / EMBEDMENT T — i APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE 1NTER/OR I EXTERIOR JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: L INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE WOOD DESIGNED IN ACCORDANCE WITH ASTM E2112 FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS OWMN: DWG NO, N.G. 08-02859 s—E NTS IDATE 02/04/16 'P`ET3 OF 3 DATE I APPROVED SIGNED: 0211712016 V\511P1 I I 1 `/0' S.6, o;.6t61 TAT E Owe Rev •FGORIOP•'• Florida Building Code Online Page 1 of 3 r cr, YBCIS Home log In User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map j Links Search bt3 Product Approval yespr USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail a' FL # FL18504-R2 Application Type Revision Code Version 2017 Application Status Approved Comments Archived U7 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 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 FL18504 R2 COI FL COI.Ddf Standard AAMA 450 Method 1 Option D Year 2010 https://www.florldabuilding. org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgs9%2f`/`2ftCO... 1 /27/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved summary of Products FL # Model, Number or Name 18504.1 1 M-1926 Horizontal Mullion 09/23/2017 10/23/2017 10/26/2017 12/12/2017 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 156-3/8", Impact Resistant up to Wind Zone 3 18504.2 I M-1926 Vertical Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 84", Impact resistant up to Wind Zone 3. Description M-1926 Horizontal Mullion Single, Twin or Triple with Transom Installation Instructions FL18504 R2 II 08-01455B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 R2 AE 512079B.pdf Created by Independent Third Party: Yes M-1926 Vertical Mullion Installation Instructions FL18504 R2 II 08-01445B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 R2 AE 512069B.pdf Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01834B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120", Impact resistant up to Wind FL18504 R2 AE 512521B.pdf Zone 3. 1 Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01833B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 R2 AE 512520B.pdf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2300 Horizontal Mullion M-2300 Horizontal Mullion, Single or Twin with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01907A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 120", Impact resistant up to Wind FL18504 R2 AE 512602A.pdf Zone 3. 1 Created by Independent Third Party: Yes 18504.E M-2300 Vertical Mullion M-2300 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-01906B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 R2 AE 512601B.pdf Zone 3. Created by Independent Third Party: Yes 18504.7 M-2301 Horizontal Mullion M-2301 Horizontal Mullion Single or Twin with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R2 II 08-02834.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 120", Impact Resistant up to Wind FL18504 R2 AE 513629.pdf Zone 3. Created by Independent Third Party: Yes Back Next https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f/o2ftCO... 1/27/2018 Florida Building Code Online Page 3 of 3 Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: HE 12 Credit Card Safe ysecuritya~txres" https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCO... 1/27/2018 fHr_ PRODUCT SHOWN HEREIE: I_: DE`dGNED AND MANUFACTURED TO I.ib,96'I_I' WITH RE0IJIREIV!1-_NIT", i=jF THE FL!iRIDA 9UIl_DING GCIDE. D AND AN%HC!RED l'Ci PROPEF.LI' TRAN`,FER ALL LOADS TI) `;TRIIT'i''J?E. FRAMING IS THE RCSPON!SIEIUTY T7SI FTHEARCHITECTR ENGINEER OF RE('ORD. A' Ll ) - `:TRESS INC A`S.F_ "IF 1 /3 WA`_, NCT USED IN THE Sli; hl OF THE PRODUCT SH!1WN HEREINI. WIND LOAD DURATION FAi TIjR C,;,=1,6 WAS USED FOR WOi)D ANCHOR CALCULATIONS. API=' R )VIIEF IMPACT F'ROTECTIViF_ - 'STEM I' NOT REQUIRED FOR THIS PP. ODUCT IN WIND BORNE DEBRIS IiEi IONS UP TO WIND ZONE 3. d- TIi-N PRESSURE AND iN'E:T Af_L.A f10N DETAIL SHOWN IN THIS E' ) C HMIENIT APPLY ONLY TO MULU0IN. WINDOWS MUST BE APPROVED UNDER. SEPARATE APPROVAL. N" LE WINDOWS TO EE 'VI_l!j_ED ARE NOT LIMITED TO THOSE N THI DPAW WINITI )VdS MUST BE MANUFACTURED MI E HIE CIF ti -.iJ HII ='HALL 3E CONTROLI_EL PL THE r; TI PRE= ,-J.JI_I I. 1J OP 1H[ I6!DIV A.. r uvIR I_u,n C^ I LLEE rl 4 'lH .. IF, HCIi. D ANID LLIJriN 1<. 6JiJ1_ U I A: i r tPPl l _ ilydEiN t J.' ;INL - I n,51 C, _ _ AhIF. RO D AC I b :`! ORE-'-.UR'E TABLE INISTRLI'_ R" FT21-IIRE0 DESIGN LOAD PER FLORIDA BUILDING CODE 1- TEE? 16. TERMINE TRIBUTARY WIDTH AND MULLION SPAN EASED ON T: ODUCT TO BE INSTALLED. SEE FiIRMULA FOR TRIBUTARY WIDTH. I IULLIONI SPAN (UNIT HEIR, FIT) AND TRIBU'iARY WIDTH_ AT INTERSECTTOlJ OF ROW RIND COLUMN CONTAININC: THE MULLION AND TRIBUTARY WIDTI-I RESPECTIVELY IS THE MULLION RATING RT) D! I('.',' IN STEP U) I`l PATINt.; MU_J BE E(,)UAL -)R GREATER THAN REOUIRED E:IIa IfC, i-'RE= !JRE OBTAINER INN ST:_.F' 1. REVISI,) NS DeacRlRnoN REVISED INSTALLATION DETAIL': REVISED ANCHCJRIN(, NOTES ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING ('OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 3/10" ELCO ULTRACCIN TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH i' MINIMUM EDGE DISTANCE. LOCATE ANCHORS_, AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) FOR ANCHORING INTO METAL FRAMING USE dlO SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE_ ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 4) ALL FASTENERS TO BE CORROSu iN RESISTANT_ 5) INSTALLATION ANCHORS `..HALL BE INSTALLED IN ACCORDANCE WITH ANC: HOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS QI!ALL NOT EE U'.EO IN SUBSTRATES WITH STBENIGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW A. WOOD — MINIMUM SPECIFIC. GRAVITY' OF 1-0 4) B. CONCRETE — MINIMUM =;OMPRESSVF STRENGTH OF 3,100 PSI. MA' ONRY STRENGTH CONFORMANCE TO ASTM (-:)0 -R,4DE N. TYPE I (r5' GREATER;. D. METAL — STEEL 18GA (.04. F-i=331<Sl/FU=52hS1 C,)R ALUMINUM 6063-7, FU=301<;I .U62F THICK MINIMUM. 1 WIDTH _ I - A MI WINDOWS AND DOORS, LLC FIr-_iAR ; 650 WEST MARKET STREET GRATZ, PA 17030 M— 1926 VERTICAL MULLION r — 34" MULLION SPAN TABLE OF CONTENTS NOTES HE11_ T NO. DESCRIPTION 1DRAWN: DWC. NO. I NOTES V.L. 08-01445 C I)NIFI=URATIONS AND DP CHART 77NTS DA,e O1/11/12 s"EE11 OF t 3 INISTALLATICIN DETAILS L. ROBERTO LOMAS P, E. 1432 WOODFORD RD LEWISVILLE, NC 27023 4 j - OMPONENTS 434-688-0609 rllomas@alrlomaspe.com DATE I APP!'OVED 1 /n7j 15 05/10/ 17 R.L. SIGNED: 1011712017 Rt I i ILro/// v F . _ 0 51 T(,ANTF REV i' n '°Z0RtOp:• Luis R. Lornos P.E. FL No.: 6214 I 107 3/. Uw11 NiED WIDTH I III r .. WINDOW i WINDOW N ^! l ,Ill i r r 107 3/8 OMBINED WIDTH IN'I W2 j I WINDOW II WINDO WINDOVV 4 r I W 1 - --I W 107 3/8 1.OMLINED WIDfI-! span (In) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.o 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62,00 96.4 73.6 58.4 53.7 50.7 49.4 65.63 90.2 68.6 53.9 49.3 46.3 44.8 72.00 81.0 61.2 47.6 43.2 40.1 38.6 84.00 62.1 45.0 33.1 29.1 26.3 24.9 yl 107 3/8' COMBINED WIDTH W 1 V 2 - r / F RA 1) WINDOW WINDOW I t :-I T IvIII LL I r? NI PAN) 107 3/8" COMBINED WIDTH W1 W2 8 WINDOW FRAME 1, y1NDQW / HEIGHTWINDOW MULLION SPAN) W1 -{ W2 107 3/8" COMBINED WIDTH REVi-': i I; REVISED IN IAL ATIC N DETAILS FF_ VISF D ANI _.Hfj :N('. N )TES 107 3/8" COMBINED WIDTH 11 W1 --{-- W2 WINDOW 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3/8"AS SHOWN HEREIN, span ( in) F78. 13 25.50 36.00 42.00 48.00 52.13 25. 00 120.01 120.0 120.0 120.0 120.0 120.0 37. 38 120.01 120.0 120.0 120.0 120.0 120.0 49. 63 120.1 109.2 90.2 85.4 83.5 83A 62. 00 107.1 81.8 64.8 59.7 56.3 54.8 65. 63 100.2 76.2 59.9 54.8 51.4 49.8 72. 00 90.0 68.0 52.8 48.0 44.0 42.0 84. 00 62.1 45.0 33.1 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE L- CW1 -{ W2 - 07OMBWED WIDTH MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030 M-1926 VERTICAL MULLION 84" MULLION SPAN CONFIGURATIONS AND DP CHARTS DR-1 DWG uo. V.L. 1 08-01 445 sr<LE NTS IDATE 01/11/12 Is"EE`2 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-688- 0609 rllomasLalrlomaspe.com A,L. 1 AI ,lV[D SIGNED: 10/ 1712017 CIO ENSF 9LP o. &?51 TAT REv F`• rlORIDP• C'' B //// SS/ ONIA 1 aC'`\\ Luis R. Lorros P.E. FL No.: 62514 IN MASIJNRY/CONCRETE i BY OTHERS a s, MIN. EM BE CIME NT hJj ICI I 3/16' ELCO ULTRACON T.4Pr'.riN L CECT5796 rLIP v SECT M— 1926 MULLION SIC1E1791°, UP W1-,pE1 ,CRE1-v 1 3/3- MIN. EMBEDMENT Lal;" WUOLI 2;( BUG: BY OTHERS VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION SECT M-1926 MULLION R NG 1 /2" MIN METAL EDGE DISBY OTHERS TANCE — — OTHERS BYRSVERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION P. EIISIONS DESC RIP`01 REVISED INSTALLATION DETAILS REVISED ANCHORING NOTES DnTE nr'rc; i4LD 05/ 10/1R.L. SECT5796 OR MT000022 J 14 uCLIPSECT5796OR MTOOOO22 I CLIP v CLIP INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030 M-1926 VERTICAL MULLION 84" MULLION SPAN INSTALLATION DETAILS DRAWN. DWG N0. V.L. 08-01 445 SCALE NTS DATE 01 / 1 1 / 1 2 1 SHEET 3 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688- 0609 rllomasCdlrlomasp&— SIGNED: 1011712017 RIILjIn y% i STAT 5E OF REV 0RlO?'<'''\\ B Luis R. Lornas P.E. FL No.: 62514 I SECT 14-1926 MULLION ALUMINUM 6063-T5 . 125" THICK r 3/,,.. i I — J--- 1 I J 3 iI/, I I I r, M_T000022 CLIP 16GA (.063"J GALVANIZED STEEL 3 3/4" 1 3/8' 1 3/8 I) k, 1 7/8 cti T- n It, /4.. I 7/3' I 2 7/8.. SECT5796 CLIP '-- 2X 01 /4" FOR CONCRETE INSTALLATION ALUMINUM 6063•T5.125" THICK 3 3/4' 3/ 1 3/8 SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063•T5.125" THICK 2„ 9 7/8,. 3 3/4" 2 1/4' 71 .. 3/8' 7/8' 2X 01/4 1 1/2 T— 1 1/2" a SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063- T5.125" THICK REVI$InN i DESCRIPTION DPTE I.FPR. iVE ri REVISED INSTALLATION DETAILS OS/07/ S RL. REVISED ANCHORING NOTES 05/i 0/17 R.L. SIGNED: 10/1712017 MI AND LLC IIL0 7ji/i EDOOR E,T 650DOESS MA J\S1lR GRATZ, PA 17030 v••CENS 9ST M-1926 VERTICAL MULLION 84" MULLION SPANCOMPONENTS VTPA OF Fs'c(0R0t•-\iF DRAWN: DWG NO. REV BV.L. 08 0E14 Sj0.NAjSCALE1Ea X`\ 7j Luis R. Lomas P.E. NTS DATE O1/11/12 E45 OF a L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62s1a 434-688-0609 rllomas@Irlomaspe—m Florida Building Code Online Page 1 of 2 r , i„T " »rrc r'",..Y 1, .:»t -k-s ° Jw' iiaS 4bt • I' ,... °`'t? BCIS Home i Log In ; User Registration .i Hot Topics j Submit Surcharge Stats & Facts i Publications i FBC Staff ! BCIS Site Map ? Links Search Product Approval t -USER: Public User e.ak-rs Y b.rrt% Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL16544-R3 Application Type Affirmation Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email 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 Alpha Aluminum, Inc. 1710 Premier Row Orlando, FL 32809 407) 509-2008 alphaaluminuminc@yahoo.com Luis Lomas rllomas@lrlomaspe.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis R. Lomas PE-62514 07/30/2023 Steven M. Urich, PE Validation Checklist - Hardcopy Received FL16544 R3 COI FLCOI.pdf Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ;,:;Yes "No C,N/A https://www.f7oridabuilding.org/pr/pr app _dtl.aspx?param=wGEVXQwtDgvgqu2w%2bn... 1/27/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL16544 R3 COC FL16544-R3-COMP.pdf Method 1 Option D 01/12/2018 01/12/2018 01/14/2018 FL # Model, Number or Name Description 16544.1 Alpha Aluminum Solid & Vented Alpha Aluminum Solid & Vented Aluminum Soffit/ CMU & Aluminum Soffit/ CMU & Wood Wood Limits of Use Installation Instructions Approved for use in HVHZ: No FL16544 R3 II 08-02198A.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 INSTALLATION INSTRUCTIONS FOR FL16544 R3 AE 512914A.pdf DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copvridht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https-//www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvgqu2w°/`2bn... 1 /27/2018 r-- 3/4" 44 9/32" 16 5/8" 7/8" 4 9/32" 7/8" — 16" ALUMINUM SOFFIT- SOLID AND VENTED Cil 3105 H28 ALUMINUM .012' THICK VENTED VERSION VENTED AREA: 20.25 IN -'/LINEAR FOOT DESIGN PRESSURE RATING IMPACT RATING 54.2PSF NONE WHEN INSTALLED IN 12" OVERHANG DESIGN PRESSURE RATING IMPACT RATING 3&4PSF NONE WHEN INSTALLED IN 16" OVERHANG DESIGN PRESSURE RATING IMPACT RATING 31.1 PSF NONE WHEN INSTALLED IN 24"OVERHANG TABLE OF CONTENTS SHEET NO. DESCRIPTION i PROFILES AND NOTES 2 — 3 INSTALLATION DETAILS AND COMPONENTS RE SIONS DESCRIPTION DATE APPROVED DIMENSIONS AND MATERIAL GRADE 11/13/14 1 IRA- NOTES`. I. 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. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4. FRAME MATERIAL: COLD ROLLED FORM ALUMINUM 3105-H28.. 5. FOR. ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 1 3/4" TRIM PAINTED STAINLESS STEEL NAILS WITH 1/4" HEAD DIAMETER, 3/4"X1/4" CROWN OR 3/8"X3/8" STAPLES. REFER TO DETAILS A. B. C, AND E FOR MINIMUM EMBEDMENT AND SPACING. 6. FOR ANCHORING INTO MASONRY/CONCRETE USE .097" DIAMETER T NAILS OR STUB NAILS REFER TO DETAIL D FOR MINIMUM EMBEDMENT AND SPACING. 7. ALL FASTENERS TO BE CORROSION RESISTANT. 8. 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. 0. MASONRY — STRENGTH CONFORMANCE. TO ASTM C-190, GRADE N, TYPE 1 (OR GREATER). SIGNED: 1211112014 ALPHA U o PREMIER ROW I0 i, i ORLANDO, FL 32809 GENSF 0y6125116" ALUMINUM SOFFIT PROFILES AND NOTES TTAATTrrE OF tC F OR OF`• ssj NAL1EaG\\ DRAWN: DY;G NC. REV 08 980E A GLE NTS DATE08/05/13 SOEr 3 BILL OF MATERIALS ITEMNO.: PART NUMBER I DESCRIPTION I MANUFACTURER MATERIAL 1 ISOFFIT AI.PHAALUMINUMINC ALUMINUM3105•H28 2 IFCHANNEL IALPHA ALUMINUM INC IALUMINUM3105-H28 FRAME BUILDING BY OTHERS 1 SEE 1 DETAILS A, B AND C SHEET 3 2" OVERHANG 12" OVERHANG INSTALLATION DETAIL L) F CHANNEL 3104-H28 ALUMINUM .012" THICK FRAME BUILDING BY OTHERS SEE - SEE - J, SEE - DETAIL E DETAILS DETAIL E SHEET 3 A, B AND C SHEET 3 SHEET 3 16" OVERHANG 16" OVERHANG INSTALLATION DETAIL REVISIONS DESCRIPTION DATE APPROVED REVISED DIMENSIONS AND MATERIAL GRADE 11 /13/14 R L FRAME BUILDING BY OTHERS EXTERIOR 1X FURRING SEE 1 STRIP SEE DETAILS DETAIL E A, B AND C SHEET 3 SHEET 3 SEE DETAIL D SHEET 3 i- 12" MAX O.C. 24" OVERHANG 24" OVERHANG INSTALLATION DETAIL ALPHA ALUMINUM INC 1710 PREMIER ROW ORLANDO,-FL 32809 16" ALUMINUM SOFFIT INSTALLATION DETAILS DWG NO: V.L. _ 1 08-02198 SCALE NTS IDATE 08./05/13 1 SMEET.2 OF 3 SIGNED: 1211112014 4, d4TTAATTPlo Fnv RA '/ o sS NAL10 G#\: 1 1/4" MIN EMBEDMENT DETAIL A WOOD FRAMING INSTALLATION W/ F CHANNEL AND NAILS 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER LOCATED 24" MAX O.C. 3/8" MIN EDGE DISTANCE 3/4"X1/4" CROWN. STAPLES LOCATED 24" MAX O.C. IN DIAMOND PATTERN WOOD FRAMING INSTALLATION W/ F CHANNEL AND STAPLES 5/ 8" MIN EMBEDMENT jjj'''_ T NAIL OR STUB NAIL LOCATED DIAMETER LOCAATED 24" MAX O.C. I 3/8 MIN EDGE DISTANCE DETAIL C 2 MASONRY/CONCRETE INSTALLATION W/ F CHANNEL AND NAILS rVnn' Iv24"OVERHANG L^ v' 3/8" BETWEEN STAPLES 3/8" BETWEEN STAPLES DETAIL F STAPLE DIAMOND PATTERN 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER 1) PER PANEL. 3/4"X1/4" CROWN .STAPLE 1) PER PANEL 1/4" V.L. SCALE NTS_ REVISIONS DESCRIPTION DALE APPROVED REVISED DIMENSIONS AND MATERIAL CRADE 11/13/14 RL LL)UL UI51ANl,L DETAIL E WOOD FRAMING INSTALLATION FASCIA SIDE ALPHA ALUMINUM INC. 1.71E PREMIER ROW ORLANDO, FL 32809 16" ALUMINUM SOFFIT INSTALLATION DETAILS OWG N0. 08-02198 WE 08./05/13 ISIEET3 OF 3 CIA MENT 4"X1/4" CROWN STAPLE 3/8"X3/8" STAPLE ATE (1) AT EACH GROOVE 5/4" TRIM PAINTED SS NAIL 1/4" HEAD DIAMETER LOCATED 24 MAX O C. SIGNED; 1211112014 GEtJSc •`r ol oTATE OF w, Rev 'i'FS 'P! D R1DP •Ge A // i/S/ONALtE Florida Building Code Online Page 1 of 2 BCIS Home j Log In i User Registration Hot Topics 1 Submit Surcharge Stats & Facts ; Publications i FBC Staff BCIS Site Map j Links Search rich Product Approval e USER: Public Userr Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL5444-R12 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 011 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 Harrier 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 D Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the 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 J Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R12 COI 2017 O1 COI Niealmen,pdf Standard Year ASTM D3161 2016 ASTM D3462 2010 ASTM D7158 2011 httDs://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtah 1 g07CSso... 1 /27/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 09/07/2017 Date Validated 09/12/2017 Date Pending FBC Approval 09/15/2017 Date Approved 12/12/2017 Date Revised 01/24/2018 Summary of Products FL # Model, Number or Name Description 5444.1 CertainTeed Asphalt Roof Shingles 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural asphalt roof shingles Limits of Use Approved for use in HVHZ:No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions FL5444 R12 II 2017 09 FINAL ER CERTAINTEED ASPHALT SHINGLES FL5444-R12.pdf Verified By: Robert Niernmen, PE PE-59166 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.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Grecft Card Safe https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtahlg07CSso... 1/27/2018 JTR1N1TYJ ER] EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 610)651-5847 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 203) 262-9245 Evaluation Report 3532.09.05-R13 FL5444-R12 Date of Issuance: 09/22/2005 Revision 13: 09/05/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 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 6th 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. Trinity IERD 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: 0e111 t7rn, 1. 1 'zryb sty S-A79..OF : Robert J.M. Nieminen P.E. 1,C F a \ •'! The facsimile seal appearing was authorized by Robert Nieminen, Florida Registration No. 59166, Florida DC4 ANE1983 S r L ss`y P.E. on 09/05/2017. This does not serve as an electronically signed g document. CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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. Trinity I 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 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. TRRINJTY ! ERD ROOFING SYSTEMS EVALUATION: 1. 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 6th 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 1S07.2.5, 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: Entit 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 OS/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 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/200S 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 D71S8 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (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.R684 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 of Authorization #9503 6'" EDITION ( 2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651- 5847 Revision 13: 09/05/2017 Page 2of12 srTRINITYlERD 4. PRODUCT DESCRIPTION: 4.1 CT20T" XTT" 25, XTT" 30 and XTT" 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'"" Premium, LandmarkT" TL, Landmark'"' Solaris and Landmark— Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateT" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shaker", Presidential ShakeT" IR, Presidential Shake TLT" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatterasT", Highland Slater" and Highland Slater" 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 CrestT", Cedar Crest— 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 TrinityJERD 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 D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasd = 150 mph (Volt = 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 PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vasa = 150 mph (Volt = 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 SolarisT") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasa = 150 mph (Volt = 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, LLC. Evaluation Report 3532.09.05-R13 Certificate o/Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 3 of 12 I 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. tY e 7 u q ski 6.4 Tr20r"'r XT'2 30 M 30IR : a t M o a_ IOWAND STANDARD SLOPE, STEEP SLOPE ENGLISH' 12" 12 12" Gsefour nails and six'spots of asphait'rooftng cement'. for'every.full, 305 min) ;(305`mm) (09rrgit)— shipgte (Figuie 11-4), Asphalt rooDng cement meeting'ASTM D4586 L lant, 1 ' (25 mm) Type_ lY ls:suggested. 5 sla' (145 mm) — — — — 1 for tJoruvod Pkrrl — -- — -- ---- 1 ', _: METRIC 131/s" 13Va'! 13t/8' -.j Raoling Cement t (2b;mm} Sealant 1 ,(25 mm)" ApplyV'(25 mm))+spots,oj asphaII roofing cement, undereach tab corner. 6; Ala., Figure 11. Usefour nrd s mrd shr s[aots iifasphdii cemai( on'skvp, t Pq CAIM10M.'.&zcessive use -of roofing cement can cause:shingles- to,blis'ter. Figure:113rUse %auiitat(sjor eue)yfull sbtngla 6.4.1 Hip & Ridge for CT20'^' )ffTm 25 XTTm 30 XTTm 30 IR: Cut Shingles 1" 2" (50 mm) Remrne t15^12 ' 005 MT) i — — — — — — — — — 1 l Cap — — Cap Cap 12 305 mm) Shingle Shingle Shingle owlkFigure' 11-24: Cut:iabs„then trim bach to make cap shingles AI' ' S!ZEnglish dimensions shown). Figure 11-25: Auldlation of caps along the bips and riltgcs. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1`""' adhesive or Henkel "PLO Polyurethane Roof-& Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R13 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 4 of 12 TRINITY t ERD 6.5 , a 3 LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for evert' full shingle located as shovm below i' t25 mm; 1' (25 mm) -r trail Lino Nail Nail Lim Figure 2: Use sir nailsfor ever), faell shingle. Use SIX nails and FOLK spots of asphalt roofing cement for eves' full shingle as shown below. Apply asphalt roofing cement 1"(25 mnt) from edge of shingle..Asphalt roofing cement meeting Aslht D 4586 Tppe 11 is suggested. 6. 5.1 Hip & Ridge for ArcadiaT": Cedar Crest'"', Cedar Crest'"" IR r ( 25 mm) 1' (25 mm) LIL a a Figure 3: Use six nails and four spots of asphalt roofing cement on steep slopes. 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® NP1'"" 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 % 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. Hand - sealing adhesive I! 4" h h 3/ 4a Dab of asphalt cement between I„ shinglelayersExterior Research and Design, LLC. Evaluation Report 3532.09.05-R13 Certificate of Authorization u9503 6" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 5 of 12 C-1 ) 0 TRINITY x ERD t 6.6 BELMONTOR'BELrwoNr IRiw rt =,. sue., Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement— for every full located as shown below_ Belmont shingle_ Apply asphalt roofing 4 cement 1" (25mm) from edge of shingle 6.6.1 6.6.1.1 6.6.1.2 6.6.1.3 o Wittionall wails if mpred See below. Asphalt roofing cement meeting ASTM D4586 Type 11 is suggested. 1111,NIlaRpo, 0 Onoxl0 i' M mm:) - -- .... Rodmg Ce»rent 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. S'bangle" Ridge. 18 Remove tapeExposure from the right side j and fasten SECOND Fasten the;,.' left side g 8 RIGHT FIRST LEFT Figure 17-1:9: Jtfstallai iomof Sbal;gleO Ridge shingles on bips and ridges. For ASTM D3161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-R13 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 6S1-5847 Revision 13: 09/05/2017 Page 6 of 12 TRINITY € ERD 6.7 (CARRIAGEHOUS 4Nf) G(2ANDMANOR SHANGLE` LOW AND STEEP SLOPE STANDARD SLOPE Use seven nails and three spots of asphalII roofing cement for every. fill Grand Manor shangte. use five nails and three sews of asphalt. Ilsefhe nails -for tvery full.Shangle, roofing cement for every full Carriage House.Shangle and Centennial Slate Apply aspleali roofing cement I" (25-mm)'froin edge of shingle Ftgure'll 5). AsphalC roofing cement meeting ACISSi U'f5t3G 7}jie 11 is SuggL 1— 0 mm) {2530mm) 8 5i8" {38 mm) 16 mm) - (m mm) F! sre17Crrrrtaellontilftforettcryfall`CranrlMa»orSFrtngfP, t ? fly, g }ae Sbrtngle, ar Centenrtlal Slam {i6 mm) i WOirim} i'• — -- 25 )e PooBng cl aid Figure 17-5. Wben instaAing Crand;llarror.%angleson sWp slopes, use seven nails and rbnv spots of aspWt rrioting anienk; 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 OWN AND' SANDAI#D` -SLOPE. METRI(`DIMENSIONS 12'` 104" 12" if -1" (25 mm} Rel - Tape 1" (25 mm)-" ilk" Nai1261aT iuea LANDMARK.TL NorthGate: 1—(343 i I h Fltttre 1354; GceJaur urails forereg' jtilf ib i fe WIDE NAILNG 12, 14 314° IT AREA I + (305 mm) t 375 mm) (305 mm) 1 r lappet nal lea 1" ( 25 mm) 1' (25 mm} ower rkA ine Nailing areas for low and standard dopes (from 2:12 to 21:12) Nal betmt en Upper 3 borer Inns as shown above. Exterior Research and Design, I.I.C. Certificate of Authorization #9503 6" EDITION (2017) FBC NON-HVHZ EVALUATION CertainTeed Asphalt Roof Shingles; (610) 651-5847 Evaluation Report 3S32.09.05-R13 FL5444-R12 Revision 13: 09/OS/2017 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for even, full laminated shingle. See beloNv. Asphalt roofing cement should meet ASTNI D45SG 1 1rc II: Appip r spots of asphalt rooting cement uncle each corner and at about 12" to 13' in from each edge. METRI( DIMENSIONS 1„ 25, mm) 6.8.1 6.8.1.1 12"—143/4" 12"— 305ram) 1 (375 mm) (305 mm) 1 i°•-1"(25mm) 1 RaeaseTaoe 1 1"(25mm) Cement STEEP SLOPE NAILING AREA I 1„ 25 mm, f. TRINITY1 ERD LANDMARK Tl. Flgure l3 5: Gse,Av`nbils giirlfour spo4;6f fi alt.—f nlgcement on steep slopes NorthGate: 12" 14-3/4" 12' Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail lines as shown above. Hio & Ridee for Landmark"", Landmark"" IR, Landmark— Pro, Landmark— Premium, La_ndmark"" TL Landmark'" Solaris, Landmark"" Solaris IR, NorthGate: Option 1: Shadow Ridge— or NothGate Accessory 12' 97/g" 305mm) (2,50mm) 5 6" 415/16—--4t5/1G 150mm) (150mm) (125mm) I (125mm) Notch for Centering 2" Smm) Notches for Alignrrrentto the Top Edge of the Previous Cap fors" (125mm) Exposure 1 T 180mm) English Dimension Shadow Ridge — Notch for i Centering I 13114"—._...r. 337mm) Notches for Alignment to 76' the Top Edge of the Previous (196mm) j. Ca'pfor55/8"(141mm)Exposure Metric Dimension Shadow Ridge'" 1,._ mm) Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R13 Certificate o/Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 8 of 12 9 M32' 250 mm) 415r16' (125 nxn} CentedrV Notch 13 1W 337 mm) Align these / notches to top edge of previous course NorthGate Ridge I TRINITY I ERD 13 1 /8" mm)—I333 6 5/8'-I 6 5/8' +1168mm) 168 mm 1 Centering 7 5/9' 13 1/4' Notch / t194mm) 337 mm) Align these II} 7 W notches to top ( 194 mm) edge of 1( previous course. NorthGate Accessory J 305mm) Laying Notch Figure.1310:'.(Ise`krylirgnolcbes'ta':centarsbtng4es.on bips'and Midges, and to. ke4le;lb6:cciriet;t exposure 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1'""' 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 CreStTM, Cedar Crest'"' IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1113 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/OS/2017 Page 9 of 12 6.9 LOW AND STANDARD SLOPE:' For low and standard slopes; use five nails for each fuR.Pr"esidential shingle as shown,below. 1- 40' 1,016 mrn) 51x I 1 133 turn) 141A" 1 V238 ifim) (362 nnrn) NOTE: - 401y `nails on painted gpideline: Figure 16=6 Fastaring Prestile t#a! and Pres/derttlq!'TL Sl nka; sbtng% a`on"Wjd slandnrd slopes 1 I RINITY I ERD STEEP SLOPE: For steep slopes, use nine nails for each full Piesldential shingle and apply l"diameter spots of asphalt roofing cement under each shingi'e tab. Abet applying 5 "nails in between the nailing guide 11ues;.appl'y".4 nalls.i above tab cutouts making certain tabs of overlying shingle cover nails: 1•, 1' diameter asphatt'roofing cement Figure 16-7: Fastming Presidential'and`Frmi&ntid .'TVShake sbirtglas pn;steepslopes, 6. 9.1 Hip & Ridge for Presidential Shake'", Presidential Shake'" IR, Presidential Shake TLC", Presidential Solaris'": 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESS4;RY PiesidenUA accessoryshin*s,,can be,usi d for-covering,hips;and ridges,, Apply.shinglesiup-t the ridge:(expose no more than.tdhom. file bottom edgecof the "tooth Fasten each accessory, with two tas tenet ; TateIasteners must be 13V4' long or;longer so they pe,°n-tratei either 34 'into the decl+ of comgietely ttjrotigh; "the deck. Presidential. aceessory: comesin two; dlft'erent si es!-Aecessory,produced in Etirmingf ama,AZ's s 12 x 1'2'; Poxdand, 09:produces;974s';x 13144' accessory,.: 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'" adhesive or Henkel "PL® 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 For steep slopes, use &ir; naits and eight spots of nxphnit roofing Figure IS•3- £asteNLrg 11n1leras.Sbtngles on cement (or each full Ilaueras shingle as shown obom. Apply 1' Lgir andSldriddrd,9ojxs: (25mm) diameter spots of rookng cement (AsTM D 4$8b t)pr it For to* and stanchrd slopes; use Gre nails for each hula suggested) under each tab comer. Press shingle Into place; do not Hatteras shingle as slxw ii alxnxe. expose cement. CAUTION: Too much cooling cement c;m cause shingles to blister. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-R13 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 10 of 12 TRINITYERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Tigure:15=14' 18 *ed pWx-i cats sejigrate !o' innEe 54`Hatteriis AcCOs ry sbingl& 6.10.1.2 Option 2: Cut Hatteras Shingles 230 Mn)) s00 1'"(460 0 S 460mm): .. - Cap Cap: Cap Gap, 931gShingle ` Shingle` ShioGip 91eSflm Figzzm, 15 20., 6t kalteras sbingles Ac nlake;aoue cqp Ngure. 21,Installataon'of caps alorrk-.hips and riilg 6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. r : .'. ` o r 3'S'"r'ea" °v 6. 11 ;H L4N D SIA' NDSLAE (Ru ti " sz WW: AND,$TANDARD SLOPE STEEP StUPE L se Fm nails,andyipirr spots'of;asphaitroofing cemew for - each QsoP isn ay ) i full HlgfiWd Slate shingle Por ilainl Dade, SIX nails are required. Apply yl' diameter spots:of asphallrooling,cement under each tab r I corner. Asphalt roofing cement meeting ASTM14 D4586 1ype II Ls suggested. Mimrd- DM.gtegJist S1Xiials ( l"ro nai',a 1'(25mm).. i.. rd318d dye WIN Moil Z.2). oe req:na se( raft 0 raft mut and oat WA., uAoul tt d Figure 11-3: UwFAE nalts for eteiy Htghfand S7a1e sbingki Figare 11-3.1 /Ise FIVE nails and eight spots ofaphau roofing cement tinder each tab corner WJT. 10N: Excessive 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 CreStTM IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R13 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-R12 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 11 of 12 TRINITY f E R D tv6.12 PATRIOT LOW AND STANDARD SLOPE STEEP SLOPE Gse I OlP. nails for every full shin "le located as shov it fteloty. Use FOUR nails and four spats of asphalt roofing cement for every full shitl<gle as shown below. Asphalt roofing cement meeting As7m D4586 Type U is suggested. Apply 1' (25 ram) spots of asphalt roofing S- Isnt Ceniult as Sllokvn. CAUTION: Excessive use of roofing cenurnit can cause shingles to blister. i' ;Z5 mmj 1' (25 rny-- fr118 156 mr) t3Lrr;,j ;'33?am) ¢13r7n) 115Ert'ml1 a T Rortling Cement- I—(IMM 'i— 1 .1-1rn.; iisM) i 6.12.1 Hip & Ridge for PatriotT": 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, L-C. Evaluation Report 3S32.09.0S-R13 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-1112 CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 13: 09/05/2017 Page 12 of 12 Florida Building Code Online Page 1 of 2 r s BCIS Home ! Log In ; User Registration Hot Topics j Submit Surcharge Stats & Facts Publications i FBC Staff i BCIS Site Map Links Search ar:Ja Product ApprovallUSER: Public User c Product Approval Menu > Product or Application Search > Application List > Application Detail I t FL # FL15216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived l Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtu pa s@ i me rw ra p. co m Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.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 Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R3 COI 2017 01 COI Nieminen.0df Standard Year ASTM D1970 (tear) 2015 ASTM D226 (physicals) 2009 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv'yV VKJZ1 Q... 1/27/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products r Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other:ISee ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Nex[ Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013. State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 15_ 1 0 EM Credit Gard Safe littps://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv'yV VKJZ 1 Q... 1 /27/2018 I TRINITYJ ERD EVALUATION REPORT Interwrap, Inc. EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT h13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R3 32923 Mission Way FL15216-113 Mission, BC V2V-6E4 Canada Date of Issuance: 02/17/2012 551) 574-2939 Revision 3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 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 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 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. Trinity I ERD 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 "Trinity) ERD 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 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 Sv; The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 10/10/2017. 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. Trinity l 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 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. i TRINITY j ERD I ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the following sections of the 6th Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section 1507.1.1, T1507.1.1 1507.1.1 3. REFERENCES: Entity ITS (TST1509) ITS (TST1509) ITS (TST1509) PRI(TST5878) ITS (QUA1673) 4. PRODUCT DESCRIPTION: Properties Standard Unrolling, Breaking Strength, Pliability ASTM D226 Tear Strength ASTM D1970 Examination Reference Physical Properties 100539395COQ-006 Physical Properties 100539395COQ-002 Physical Properties 100539395COQ-006 ASTM D1970; Tear strength OCF-330-02-02 Quality Control Service Confirmation Year 2009 2015 Date 10/27/2011 10/27/2011 03/14/2014 10/03/2017 09/30/2017 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). 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 in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: w,. L BLE 1ROOF COVER OPTION Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes Yes Yes No_ i0 # a$ 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 r TRINITY 11 ERD 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6 3 - RhlnoRoof U20 a 7 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.2 Single Layer; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Layer; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-113 Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 SpPi`ie lty Struc=t'urall E=nc;3lr•1@'PrInq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1111 Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: S L. euc,,,, Q • •ttiGEWSF ••-, F,pJamesL. Buckner, P.E., SECB Florida Professional Engineer # 31242 _ *' No31242 Florida Evaluation ANE ID: 1916 3 * w= Project Manager: Youry Demosthenes ; 0, STATE OF 41; No. Report 14-104-MMI2-StORV-ER_14 S '•FZORIDP. ' j p Date: 2 / 26 / 15 Contents: pipARy Signed by: lames L Buckner. P.E. Evaluation Report Pages 1— 7 CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 2 of 7N -- - ------ -- Speclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Millennium Metals, Inc. Product Name: "MMI-2" Off Ridge Vent Product Category: Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. 169=10111901 lwirq,ua ad FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Speclalw Structural Engineering CBUCK, Inc. Certificote of Authorization #t8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has .demonstrated compliance with. Florida Building Code.Sth Edition (2014), Section 1709.2. Evaluation Report Scope: Limitations and Conditions of Use: This product evaluation is limited to compliance with the structural requirements of the Florida:Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Scope of "Limitations and Conditions of Use" for this evaluation: This evaluation_ report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 Rl Q Date: 2 / 26 / 15 f=- " 1 r1n Page Report NO 4 of 7 MM2 StORV-ER_14 Specialty SiTucturcal Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance`. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Alternate Fastener: Purpose: Type: Size Corrosion Resistance: Standard: Roof Cement: Type: Application Size Standard: Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Engineering Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Specialty Structural Enginelnrinq CBUCK, Inc. Certificate of Authorization ##8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening.by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side- flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). . The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner,. P.E. @ CBUCK Engineering F.BC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 Spex-lalttj Structural EnglnpPrinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 5=1/2" 4 1/2 in. I2_1 /8" I - 18-1 /4" I 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Higher Slope Back) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 C 'L-JCK ngine rin PageRepoNO.:15-104-MM2-StORV-ER_14 Page 7 of 7 SpPclalty Structural Enginc=Prinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI- 2" steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4' o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. V\bod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e ao e 6 Ft. e g re ` Se 8 Ft. 10 Ft. Base Flange Typical Fastener(s) i / / - 11 Gauge Ring Shank Roofing Nail OR Q %' - # 10 min. Wood Screws r Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online ' fiU—(s P W C, Page 1 of') BCIS Home Log In ! User Registration Hot Topics Submit Surcharge Stats & Facts Publications I FBC Staff BCIS Site Map Links Search G Product Approval c USER: Public User CY' J Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL2197-R6 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived i_I Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert dwert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity QAI Laboratories Quality Assurance Contract Expiration Date 01/01/2023 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 R6 COI Certificate of Independence for Evaluation.pdf Referenced Standard and Year (of Standard) Standard Year ANSI/TPI 1 2014 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 1 /27/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 10/19/2017 Date Validated 10/19/2017 Date Pending FBC Approval Date Approved 10/22/2017 Summary of Products FL It Model, Number or Name 2197.1 M18SHS Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental for the Florida Building Code Description 18 ga. super high strength truss connector plate Installation Instructions FL2197 R6 II Installation ESP,-1988 October 2017.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL2197 R6 AE ESR-1988 October2017.odf 2197.2 MII 16 16 ga. truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental Installation Instructions FL2197 R6 II Installation ESR-1311 October 2017.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL2197 R6 AE ESR-1311 October 2017.pdf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL2197 R6 II Installation ESR-1988 October 2017.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental Evaluation Reports FL2197 R6 AE ESR-1988 October 2017.pdf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental Installation Instructions FL2197 R6 II Installation ESR-1988 October 2017.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL2197 R6 AE ESR-1988 October 2017.pdf for the Florida Building Code 2197.5 IMT20HS 120 ga. high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental for the Florida Building Code. Installation Instructions FL2197 R6 II Installation ESR-1311 October 2017.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL2197 R6 AE ESR-1311 October2017.pdf Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395, `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ICI x, a v; -a^.n https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 1 /27/2018 Excerpt from ICC-ES ESR-1311, Revised October 2017 INSTALLATION All truss plates are pressed into the wood forth e full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses. lCC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org l (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council " rY DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code' (IBC) is 2012, 2009, 2006 Intemational Residential Code® (IRC) is 2013 Abu Dhabi Intemational Building Code (ADI13C)1 The ADIBC is based on the 2009 IBC. 20o9 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses_ 3.0 DESCRIPTION 3-1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum N A6 gage SS 10.057Grainch total thickness (1 46 mm)], 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metalthicknessof0.0565 inch (1.44 mm), Slots 0.64 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates;.The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, facing the slot cutout area: Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MiTek® M-20 and Mll 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11. 4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0;25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mll 20 HS, and MT20HST°". Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [ 0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 0. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separatedbyaU5-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, rued pecificallyaddressed. nor e they 10 as an ndoasemtent of the subjectf to be he report or a recommendation fort its use. use. Acre is trued as rePresenift no ics, or any 01her attributes 6y / sCC Evaluation Service, LLC.rexpress ob implied. as to any finding or other matter in this report, or as to any product covered by the report Page 1 of 5 Copyright ® 2015 ESR-1311 Most Widely Accepted and Trusted Page 3 of 5 1. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC - PLATEN EMBEDMENT' (Iblin21PLATE) LUMBER SPECIES SG AA EA AE EE M- 16 AND Mil 16 Douglas fir -larch 0.5 . 176 121 137 126 Hem - fir 0.43 119 64 102 98 Spruce - fir 0.42 127 82 75 107 pine 0. 55 174 126 147 122 rn pine M- 20 and MII 20 s fir-larch0.5P220 k195 180 190 0. 43. 148129145 0. 42 144-pine- fir . 143137 Southern pine 0.55 190 184 200 M- 20 HS, NIII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 _. 135 143 Hem flr6.43 139 111 97Spruce-pinefir0-42 148 908 107 t150j Southern pine _ _ . 0.55 187 143138.. For SI: 1lbte = 6.9 kPa. NOTES: Toothholding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate parpetxucxalarto 10ad, wood grain perpendicular to load 3AIItrusspleiesatepressed,into the -wood for the full depth of tfor teeth by hydraulic -platen embedment presses, multiple roller presses that use partialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES n - n muc akin U"Mq PROPERTY FORCE M- 16 AND MII 16 Efficiency Poundsfinch/ Pair of Connector Plates Efficiency nndslinchtPair Connector PlatesEfficiency LudstlnchlPaiDIRECTION onnector PlatesTension @ 0° Tension @ 90° Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joipt) . 0.70 2012 0.50 880 ... 0.59 0.36 1013 0.47 820 0.48 Tension Values in AccordaneeWth TPI-1 with a Deviation (See Section 5.4.9 (e)) maxkrturnNet`SectionOccursovertheJiaintr . 1505. 1219 Tension @ 00 0.68 0;30 1945 849 0. 62 1091 0.48 841 0.67 0.52 E 171ti 1321 Tension @ 900 Shear Values 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 . 914 672 0. 49.. 574 0.63 .. 738. 0.79 936 0.55 645 0.42 490 0.4Ei 544 0.43 0.61 0.67 0.45 034 . 0. 3 761 f 0 85 1164 792 608 537 Shear @ 0° Shear @ 301 Shear @ 600 Shear @ 9o° Shear @ 1200 Shear @ 1500 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum NetSection -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of.holes, 2Niaxi rrium. NetSection - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5 of 5 ESR-1311 I Most Widely Accepted and Trusted 0.12V 0.25T 0 S40" 32nun 68mrn t27w don goo goo oog . BUD Goo 000 Goo Goo 050 Boo ODU DOG L Boo Eno Boo Vt1D'FH 0.36Y 9 3 rircn M-20 HS, M1120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) MES Evaluation Report r0%, 0u1JN1'U11"1.' Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS", 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm. recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below_ Applicable code editions: K 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe201.4.6M:201O.Fi6i dot Bulldfit, Code—Residot6tlal, provided the design and installation are in accordance with the Intemational'Building ;QBC). provisions noted in, ttte master report. Use of the MiTele Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS11A has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. aesthetics or any other attributes not spcciftcally addressed, nor are they to be construedCC -Es Evaluation Reports are not to be construed as representingasanendorsementofthesubjectofthe .report or a recommendation for its use._There is no ,varranry by rCC Evaluation Service, LLC, express or implied, as to airyfinding or other matter in this report. or as to any product covered by the report Page 1 of 1 Copyright ®2095 IMES Evaluation Report Reissued June2015 This report is subject to renewal June 2017. 800 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council " www.icc-es.ora ( ) -- - DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53---Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 wwwm. EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HST' 1. 0 EVALUATION SCOPE Compliance with the following codes: e. 2012, 2009, 2006 international Building Code® (IBC) a. 2012, 2009, 2006 International Residential Code (IRC) A: 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC- 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3. 0 DESCRIPTION 3. 1 MiTek®M-16 and M11 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0:0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular" axisoftheplates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11. 4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has. a 0.334rich-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, M1120 HS, and MT20HS'm: Models M-20 HS, Mil 20 HS, and MT20HS" "' metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0:9 mm)], ASTM A653 Grade 60; high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 10. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating. 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, QA5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separatedbya0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse Centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC- ES E+'aluation Reports are not to be construed as represenling aesthetics or any other attributes notCC El. ca!!y addressed, nor are They s r construed as an endorsement oJthe subject oJthe report or a recommeadationfor its use. There is no u'arranN Lv ICC E+'alnation Sen ice, /.LC, express or implied, as p _ to any finding or other mailer in this report, or as to any product covered by the report. Page 1 of 5 Copyright O 2015 ESR-1311 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) AE EE LUMBER SPECIES SG M-16 AND M.11 16 ._. 121, Douglas fir -larch 0.5 176_. 137 102 126 0.43 64 98 Hem-flr 119 127 82 Spruce -pine -fir _ 0.42 5 0 55 174 126 147 122 Southern pine M-20 and Mll 20 195 180 190 0.5Douglasfir -larch 220 148 129. 145 Hem -fir 0.43 197 1 143 -131 Spruce -pine -fir 0.42 249 190 0.55 18200 4Southern pine.. M- 20 HS, MII 20 HS and MT20HS. 135 Douglas fir -larch 0.5 165 1gfi _ 143 43 097109 Hem -fir . 107 148 108 0.42 Spruce -Pine -fir Southern pine 0.55 187 143 150 For SI: 11blin2 = 6.9 kPa. NOTES: Tooth holdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain.perpendicular to load EE = Plateperpertccltar;to {oad..vuood;.grain perpendicular toioad . p 11 plat 2ft passed into the wood for the full depth of their teeth by hydraulic -platen emhedmentpresses, multiple roller presses that use partialembedmentfollowedbyfull -embedment rollers, or combinations of partial emtiedr ent roller pressas'and.hydrauiic p{aten presses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES 20HS PROPERTY M- 16 AND MII 16 M-20 AND Mil 20 M-20 HS, M1120HS AND FORCE Efficiency Poundstinch/Pair Efficiency =Poundsrinch[Pair Efficiency Pof Conrnectoair DIRECTION of Connector Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over tth0.59 oirit) 1505 50 0. Tension@ 0° 0.70 2012 880 820 0: 48 1219 Tension..@ 90° 0.36 1013 0.47 Tension Values in -Accordance TPI-1 with a Deviation [see Section 5.4.9 e trlai6iti Net Section Occurs over the Joine 1945 0. 62 1091 ti.67 1716 Tension @ 0° 0.68 . _.... 1321 Tension @ 9:0° 0.30 849 _ 0:48 841 0.52 Shear Values 0.54 1041.. 0.49. 574 - 0.43761 Shear @ 0° ..... .. 736 0.61 0.61 1173 0.63 1,085 Shear @ 300 936 ...... O f7 1184 1402 0. 79 Shear @ 600 .... 0.73 _..... -. - 1055 0. 55 _ 645 0.45 792 Shear @ 900 0.55 490 She0. 34 606 0.42 0. 48.. 672 0:4 914 ... ar @ 120.6 537 _. 6 544 0: 3 @ 150° 0. 35 Shear For SI: 1 Ibfinch = 0.175 N/mm, l inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates this line.passes throjtjh a line of holes. 2Maxununi Net Section - Aline through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 V.i2s, 0 S Q.Wcr 0.3~ mm E +1 mm 12.7 mm ODD "Qoo DOD Q GOa DAD p Ono Ono ADO ODD AdD 0 00 Dun M-20 HS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) lCC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. 423-6587 (562) 699-0543 A Subsidiary of the International Code Counci lo www.icc-eS.orsl (800 ) DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 WWW-R ii.com EVALUATION SUBJECT: ES: M-16, MII 16, M-20, MII 20, M-20 HS, MI120 HS, AND MT20HSTMMiTek® TRUSS CONNECTOR PLAT 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement indicateACC ESt master ESR 1311, hTruss connector ave also beenn evaluated for 20, M-20 HS, MII 20 HS, and MT20HS , recog compliance with the codes noted below. Applicable code editions: 19 2014 and 2010 Florida Building Code —Building 11i: 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The Mi fek®T OsosfCb}oen Plates 6 M11 rt ESR 3.1MIIc.2om M 2with he 2014 and 2010 Florida Building0 HS, Mll 20 HS, and MT20HSTm, 'Cod' e—wilding 2Athrough7. , frlaStet and tiie 2014 and 2131.E :FJi s ida Hufldin9- Reid®tZtrat' provided the design and installation are in accordance with the lnternatior1a18uilding Code {IBC) provisions no#ed:tn the master report. Use of the MiTek® Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code-- 2014 and the2014and2010 Florida Building Code —Residential. quality assurance pro m is audited by a: onholder's q y For:. prsjdaets 3allirlg under F)oricla Rule 9N-3, verificafiols that the. rep_ a of inspections being coi dilcted. is. ttte qualjiy,. assutdt?c8 eii[ty approved by the Florida Building COri1S1t V6-'' for the tyF respgr+ siLilistyyaf att Rp v vaticiation entity (or the code. 6%d when fhe Ceport. holder does not possess.:an 0pp>t?val by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not Specifically nor are they to r construed o the subject o the report or a recommendation for its use. There is no warranty by ICC.(Marualton Service. LLC, express or implied as asanendorsemen(j J f to airy finding or other matter in this report. or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report 2 ' Reissued June 2015 This report is subject to renewal June 2017. wwwki ! S.orq (800) 423-6587 1 (562) 699-0543 A Subsidiary of the international Code Council DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: R 2012, 2009, 2006 International Building Code® (IBC) it 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t TThe ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC.. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and M1116: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum N A653 a [0 0575Gradinch total thickness (1.46 mm)), 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4:8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MiTek® M-20 and MII 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11. 4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3, 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3. 3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No, 20 A653gage [0.0356 inch total thickness (0.9 mm)], ASTM Grade 60, high -strength, low -alloy steel with improved. formability ( HSLAS-F), with a G60 galvanization coating 0. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal.. Each module has three slots, 0A5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule is separated bya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0. 15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-rS Evaluation Reports are not to be construed as representing aesthetics or any other anrlbute not specifically addressed, nor are they to be construedimplied. as t . as an endorsement of the subject of the report or a recommendation for its use. There is no v arram b JCC Evaluation Sernice, LLC, express or im lied, as : w to anyfinding or other matter in this report, or as to any product covered by the report. Page 1 t s Copyright 0 2015 Page 3 of 5. ESR-1311. 1._ Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA EA AE EE. M-16 AND Mil 16 0:5 176 121 137 126 Douglas fir -larch ' 64 102 98 Hem fir 0.43 119 . _...... 75 Spruce -Pine -fir 0.42 . . .. 127. 82 107 174... _. _... 126 .147 122 Southern pine 0.55 M-20 and MII 20 220 . 195 180. 190 Douglas fir -larch 0.5 148 129 145 Hem -fir 0.43 185 Spruce -pine -fir 0.42 197 143 137 M 0.55 249. 'I9D 184 200 M-20 HS, MII 20 HS and MT20HS " 0.5 165 146 135 97 109 0.43 139 1110.42 148108 1070.55187 1 For SI: l lbfin2 = 6.9 kPa. NOTES: pp y gToothholdingunits =psi for a single plate (double for plates on both faces when a 1 in to area on only one face). To achieve values, p a es must be installed on opposite sides of joint 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE =Plate perpetiiStixtlat i0load, wood grain perpendicular to Wd3gljtru86platesarepressest. into.the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of .partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MIl 16 M-20 AND Mil 20 M-20 HS, Mll ZOHS AND MT70HS FORCE Efficiency Poundsrnch10air. Efficiency PoundsfinchlPair Efficiency P of Connector rr DIRECTION of Connector of connector Plates Plates Plates Tension_. Values. in Accordance. with. Section 5.4.4.2 of TPI-1_.(Mirnmum Net Section over the Joint)' 15D5 Tension @ 0° 0.70 2012 0.50 880... E]E0.59 8 20 0- Tension @_90° 10130.36 0.47 4 Tension Values in Accgdandia with TPI-1 with a f3eviation SEE Section 5.4.9 (e)] Maximum .Ne# Section Occurs ovei the Joini. 0.67 1716 1945 0,62 _ E84Tension@000.68 1321 Tension @ 90° 0.30 8490.480.52 Shear Values 761 0.54 104.1. 0.49 574 0.43 Shear @ 0°._ _738 0.61 1085 Shear @ 30° 0.61 1173 ... 0.63 ... _... Shear @ 60° 0.73 1402 0.79.._... 936 0.67 1184 0.55 1055 0.55 645 0.45 _ 792. Shear @ 90' 490 0.34 608 Shear @ 120' 0.48 U. 914 0.46 544 0.3 537 Shear @ 15.0° 0.35 672 _. For SI: 1 Iblinch = 0.175 Nlmm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximt rn: Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. Fortthese plates, this line passes through a section of the plate v ith no holes. Page 5. of 5 ESR-1111.) Most Widely.Accepted and.Trusted. 0..125- 0.25T 0.5W 0.:3ES 3.2fmm 6A mm 1-2--7-+-m 10T:3`mm ca.^ Q Ong Ono 000 000 Ono 00 ra nou 000 N tBoo 000 000 M-20 HS, M1l 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES on Inches) (Continued) MES Evaluation Report - Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org j (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: se evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, Mil 16. M-20, MIIThepurpoofthisevTheM- 20 se MII 20 alu and MT20HSTM', recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,.. Applicable code editions: I. 2014 and 2010 Florida Building Code —Building 11 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS M-20 HS, MII 20 HS, and MT20HS T", described in Sections TheMiTeeTrussConnectorPlatesM-16, MII 16, M-20, MII 20, 2. 0'thrc #gtt, 7:0 Af tlie:rna Ste. ualuaicon. repo $R".3 t i',.comply with the 2014 and 2010 17ID1zda.-Building Code —Building and # h'Ot14:ind:2aJ it}'Flancia. E3ttikiirsg. GCIe---Rrdet?5' provided the design and installfia6i are in accordance with the lnteMation8! Bitt/dieig. erode.. (16C). pro%slonr,noted-.in.the master report. Use of the MiTeeTruss Connector Plates M-i 6, MII 16, M-20, Mll 20, M-20 HS, MI120 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. Forprfldttais.'t`aliiFl,q seder Florida: Rute. JN-3: verificattan that the report hotdei•'s quality assurance program; is:;au¢iied by a uquality assurance::entity a;?ptoved;bY the Fanrida Bulldillg Commission for tfie Type of inspeciions being cortdu va berespQnsbil} t ot:a0; approvedva6dation. entity or the .code: official when the .fe{iort.holder does not possess an_ app y. the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. express or im Le4 as CC - ES Ct aluaor any other attributes not specifically addressed. nor are they to he construed tion Reportsarenottobeconstruedasrepresentingaestheticsasan endorsement oJ1he subject of the report or a recommendation for its use: There is no warranty bylCCF.aluation Service, LLC, exp P to om, finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 copyright © 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiaryof the International Coe ounci DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: A 2012, 2009, 2006 International Building Code (IBC) 4 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC, 200918C code sections referenced in this report are the same sections in the AMC., Property evaluated: Structural 2.0 USES M-Iee metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3A MiTek® M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector platesaremanufacturedfromminimumNo. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0-0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by he slot s lanced n and formed into two Opposing ht angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples, See Figure 1 of this report for details_ 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 2 A653e [SS356 inch Grade total thickness (0.9 mm)], ASTM40steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS'": Models M-20 HS, Mil 20 HS, and MT20HSrm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, a G60 galvanization coating alloy steel with improved formability (HSLAS-F), 10.0005 inch thickness on each side (0.013 mm)] andhavingabase -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, andresultingineachmodulehavingsixteeth. Each module isseparatedbya0,25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: Ail truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ed CC-LS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be plied. as to any find ne or as an tttherhmaaer in afthe this repora Or as to any producttco ered by hereporL ere is no warranty by fCC Evaluation Service, llC. express or implied, as Page 1 of 5 copyright O 2015 Page 3 of 5. ESR-1311 Most Widely Accepted and Trusted TABLEHYDRAULIC-PLATEN EMB DMENT' (IblinCES, PLATE) LUMBER SPECIES SG AA EA AE EE M- 16 AND MIt 16 Douglas fir -larch 0.5 176 121 64 137 102 126 98 Hem- flr. 0.43 119 127 82 75 107 Spruce- pirie-fir 0.42 - 174,. 126 147 122 Southern pine 0 55 ._. M- 20 and MI120 . . Douglas fir -larch .. 0. 5 220 195 148 180 129 190 145 Hem - fir.. _. 185 0.43 197 .. 144 143 137 pruce- pine-fir 0. 42 .... - 249 190 184 200 Southern pine 0. 55 M- 20 HS, MII 20 HS and MT20HS 146 0. 5 hDouglasfir-laro165 111 135 97 143 109 Hem fir 0.43 148 108 107 103 0,42 Spruce -pine -fir - 187 143 138 150 outhem pine 0.55 For Sl: 1lbrin2 = 6.:9 kPa. NOTES: Tooth = for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p ates holding unitspsimustbe installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load to load, wood grain parallel to load EA = PlateperpendicularAE = Plateparalleltoload, wood grain perpendicular to load EE _. PIS perpertdiciirla[:to toad yvcigti grafrY perperrdiGUlai W load roller presses that full OUToftheirteetli:by hydiaulic-platen :embedinent presses, All truss { slates.are: . the wood tar :the followed by € u(I-embedment rollers. or Ciirttbinafions of partial embeddient rollerpresses: hydfe and 'ity ratPcptalenpresses use of erribedrrtent that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES N - S AND MT20H M-20 ANDMI12020HS,MO 20HPROPERTYFORCE M-16 ANDMII.16 PoundsriEfficiency PoundsflnchtPair Efficlenc P Concto'rDIRECTION e.. Efficiency ofConofConnector of Plates PlaPlates Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the .l6tnt) Tension 0.50 880 0.59 1505 Tension 2012 g 70 0. 48 0.47 8201...-...... 121 Tension@90° 0.36 1013 h T01-1 with a Deviation [see Section 5.4. e Tension Values in Accordance wit MaximumSection Occurs over the Join Tension @ 0° Net 0.68 „_ 1945 0;62 1091 0.67 0.52 1716 1321 Tension @ 900 0. 30 849 0.48 841 She ar Values Shear @ 0° 0.49 574 0.43 0. 54 1041 738 0.61 761..... .... 1085 Shear _ @ 30° 0. 61 1173 _.. 0.63 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 0, . 792 Shear @ 900 0. 55 1055 _ ._. O.A2 490 0.34 608 Shear @ 120° 0.48 914 _ . 0.3 0.46 544 53 7_ Shear@.150° 672 ForSI: 1 Ibrinch = 0. 175 N1mm, 1 inch = 25.4 mm. NOTES: with the minimum amount of steel for a specified orientation. For these plates, Minimum Net Section Aline through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these this fine. passes through .a line ofholes_ tooth ZMa)dn Wrn Net Section A line through the plate's pattern section of the plate with no holes. plates, this line passes through a ESR-1311 I Most Widely Accepted aPage5 of 5 and Trusted - 012V 0.2Ur 0.300" 32mm Elmm 127Mm aoo 000 o goo 000 a 009L 00o 000 1 goo 000 000 Do GOO Ono aoo ooa ono 0.365, 83mm 20 tS, M11 20 Hs, MT20H.s FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tsK-s l I rD%, Ju1J1J1W11rvrr' Reissued June 2015 This report is subject to renewal June 2017. www.icc-eS.0Is 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counci.10 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www"li-com. EVALUATION SUBJECT, MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST'", recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014:a6d 2010 1464da Building: Code—Resi ent01i provided the design and installation are in accordance with the international BuifdiW.. Code (IB. {provisions noted in :the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MI1 20, M-20 HS, MII 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are nor to be construed as representing aesthetics Oran other attributes not specifically addressed, nor arc they so be construed as as an endorsement of the subject ofthe report or a recommendation jar its use. There is no •arramy by !CC L• valuation Service, r.1.C, ezpmss or implied, as a.+a ro any finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 Copyright © 2015 Florida Building Code Online Page 1 of 2 dbpr t=iw S o FA A'Im BCIS Home Log In User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map ? Links Search j H Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL14239-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors 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 Frank L. Bennardo, P.E the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Troy Bishop, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL14239 R4 COI Indeo.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL14239 R4 Eouiv Eouiv pdf Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJEi-tOSCel... 1 /27/2018 Florida Building Code Online Page 2 of 2 Date Submitted 08/09/2017 Date Validated 08/16/2017 Date Pending FBC Approval 08/20/2017 Date Approved 10/10/2017 Summary of Products FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R4 II Dwg.pdf Approved for use outside HVHZ: Yes Verified By: Frank L. Bernardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: This design provides allowable capacities for the FL14239 R4 AE Eval.pdf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval a - Accepts: E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDquDEJErtOSCei... 1 /27/2018 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS t CENTER OF GRAVITY ASSUMED TO ACT AT THE uJ. GEOMETRIC CENTER OF THE oMECHANICALUNIT. MECHANICAL UNIT MUST BE w U SQUARE OR RECTANGULAR, = ut NO IRREGULAR SHAPES. x z I N I w 3" MAX TIP. HOST STRUCTURE DESIGN / BY OTHERS. SEE DESIG SCHEDULES FOR ALLOWABLE SUBSTRATES I I I I tCENTER OF GRAVITY.% II 3" M, 3" M!AX TYF MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC 1 1" = 1'-0" ISOMETRIC 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TIP. SEE DESIGN I SCHEDULE FOR I MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TIP. STEEL TIE -DOWN CLIPS. 1 2 SEE DETAIL 1/3 & 213FORCLIPINFORMATION, 3 'P. 1 , 3' MAX ..; TYP. LX & O 1 ` TYPE OF CUP AND NUMBER 1 PER CORNER WILL VARY PER SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR ANY GIVEN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA- Vult. 170 MPH, EXPOSURE W 48" TALL K 48" DEEP z 48" WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)-2- CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) PROCEDURE: PROCEDURE STEP RESULT 1 DETERMINE THE CONNECTION TYPE BASED ON THE DIAGRAMS ON SHEET 2 CONNECTION TYPE 3 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A Vult-170 MPH, EXPOSURE'B'. THIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 3 DETERMINE LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLED 48"10'=16FT' THIS UNIT HEIGHT OF 48" IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". NOTE. THIS PRODUCT APPROVAL ALLOWS THE UNST TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND THAT IS A MAXIMUM 30" TALL. IF AN A/C STAND IS UTILIZED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGHT 5 1 CHECK MINIMUM UNIT WIDTH RESTRICTION UNIT WIDTH IS 48" WHICH IS GREATER THAN THE MINIMUM ALLOWABLE WIDTH OF 24" 6 DETERMINE THE ALLOWABLE ROOF -TOP HEIGHT OF THE INSTALLATION THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 FT. SEE (•) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE LL DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND FLORIDA BUILDING CODE 2017 (6TH EDITION) FOR USE WITHIN AND OUTSIDE THE HIGH VELOCIW HURRICANE ZONE AS INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESI&, CRITERIA USED TO CALCULATE THE ALLOWABLE ROOF -TOP HEIGHTS CONSIDERS FBC SECTION 1609.8 FOR NON-HVHZ AND SECTION 1620.6 FOR HVHZ & ASCE 7 SECTION 29.4.1 FOR INSTALLATIONS AT GRADE. (GC,)_,-I.90 WITHIN THE HVHZ & OUTSIDE THE HVHZ, (GC,1, -1.5 FOR ALL LOCATIONS (CONCURRENT) . ALL OTHER DESIGN VARIABLES ARE IN ACCL DANCE WITH ASCE 7-10 CHAPTERS 26 & 29. THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30" TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULES. GENERAL NOTES: 1. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 2. DESIGN IS BASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS #TEL 01970387A, #TEL 01970387B BY TESTING EVALUATION LABORATORIES, INC.. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL BY THIS ENGINEER SHALL BE PERMITTED. 3. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 4. FASTENERS TO BE #12 X 1/" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDEX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. S. ALL STEEL CLIPS SHALL BE ASTM A283 STEEL (GRADE D) WITH Fy-33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION. G9C-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 6. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN, THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 7. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. B. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. 9. THE ADEQUACY OF ANY EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SHALL BE VERIFIED BY THE ONSITE DESIGN PROFESSIONAL AND IS NOT INCLUDED IN THIS CERTIFICATION.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 10. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 11. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN, THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 12. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7-10. z U J 3n Z C8 0 O w to w z- zZ n = uioad SGzO2 ca G m 15-2378 I Z I WN ZwV L I? fl7 t S 3 MAX 1" CLIPS TYP. 1" CLIPS - 3" MAX 3" MAX; sA 3" MAX VIX`NS 3" MAX 3 TYP. `N,N 1^ M ,.. TYp ANCHOR SCHEDULE: `V vq31J.. 1" CLIPS 2" CLIPS SUBSTRATE DESCRIPTION 1)-5/16.0 CARBON STEEL ITW BUILDER TAPCON, CONCRETE: 2/' FULL EMBED TO 4" THICK MIN, CONCRETE, 3S'e" MIN. 3000 PSI MIN.) EDGE DISTANCE, 3/" MIN. SPACING TO ANY ADJACENT ANCHOR. 1)-#14 SAE GRADE 5 ALUMINUM: SHEET METAL SCREW TO 0.125- MIN. ALUMINUM, PROVIDE (5) THICK, 6061-T6 PITCHES MIN. PAST MIN. ALUMINUM) THREAD PLANE STEEL: 1)-a 14 SAE GRADE 5 0.125- MIN. SHEET METAL SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE SUBSTRATE DESCRIPTION- 1 O Q - L—/c- 7 E OFp1)-5/16"0 CARBON -6 I'TW BUILDIX TAPCON, CONCRETE: 2V," FULL EMBED TO 4- THICK MIN, CONCRETE, 3)¢" MIN. 3000 PSI MIN,) EDGE DISTANCE, 3//" MIN. SPACING TO ANY ADJACENT ANCHOR. Zry w W pWrc2 ALUMINUM: 2)-a 14 SAE GRADE SHEET METAL SCREWS TO Om ZZZLXa0NOHwWWO,'U mE4= 0.125- MIN. THICK, 6061-T6 ALUMINUM, PROVIDE (5) MIN. PAST U W VIE 3 0 MIN. ALUMINUM) PITCHES THREADPLANE U1 a W w W 0WW O STEEL: 2)-s 14 SAE GRADE 5 Co, 125" MIN. SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE (5) a MIN. STEEL) PITCHES MIN. PAST U C THREAD PLANE z 1 1Ed O S E 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. J z 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. ; C1 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT, CONNECTION TYPE Cl Q 00 a CONNECTION TYPE C2 z Z ^ e W 1" CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT C2 1" CLIP •UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT O w m z z UNIT WIDTH n S - z z\ 6' MAX 6" MAX z e z0 R u 0 CLIP OFFSET CLIP OFFSET L zD wu z w N CLIP PAIR SPACING --I lza! g w j0 J a ul tT" x = u II I 3" TYP MECHANICAL corym E L? ^ .=0. ut }-- CLIP -CLIP UNIT PER SPACING SEPARATE - r CERTIFICATION 558 qg 3" MAXI 2" CLIPS 3" MAX NP, 2" CLIPS !, 3"-MAX UTILIZE (4) CLIPS EA SIDE YP. TYP.! TOF UNIT FOR ATOTAL OF 8) PER UNIT @d 3' MAX 3" MAX A'F7,, J TYP. .`3" MAX TYP `NltA` tStff>>S gjS 9 O TYP., E ON"JC/ R FAlfll( L MW IM P E 15-2378 c3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE (8) CLIP DETAIL SCALE: NTS. 2" CLIPS - UTILIZE ( 1) AT EACH CORNER FOR A TOTAL OF (4) PER UN[T C4 N.T.S. PLAN VIEW AO! DEStRIPrtOH: 2' CLIPS - UTILIZE ( 2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT 3 - p THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC 3 PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT. PE0046549 FOR ANY CLIP LONGER THAN 10" MECHANICAL UNIT BY OTHERS. ALUMINUM ` " N77--' •7 0.19, UTILIZE (5)-#12 SAE HOUSING UNITS SHALL BE 6063—T6 MIN. tCENS g TYP, GRADES SHEET ALUMINUM SHEET WITH FtY-30 KSI, 0.125" QQ'- METAL SCREWS, TYP. MIN. THICKNESS, STEEL HOUSING UNITS (3)-#12 SAE GRADE 5 SHEET \ ti No PE004E54 0.068" THICK SHALL BE ASTM A653 FY=33KSI MIN. METAL SCREWS FOR CLIPS UP TO - Z ASTM HICK STEEL, GRADE 33, 22GA MIN. (t=0.0299"). 5" LONG. UTILIZE (5)-#12 SHEET _ 'k : * I'cl m ryA283tMETALSCREWSFORCLIPSSTEEL, TYP. /.LONGER THAN 5": PROVIDE (5) STATE OF°© PITCHES MIN. PAST THREAD PLANEIIIw= l/J 0.068" THICK ASTM FOR EACH SMS, TYP.( 3)-#12 SAE GRADES A283 STEEL CLIP, TYP.; SHEET METAL SCREWS a`o •!,. ANCHOR PER II NAFORCLIPSUPTO5" > 4 BASE OF UNIT SHALL ,G i, ANCHORLONG. UTILIZE (5)-#12 BE FLUSH WITH BASEi 3/8•SCHEDULE Qw zflSHEETMETAL SCREWS171" J OF CLIP, NOSPACEZa0FORCLIPSLONGERPERMITTED, TYP. j%://.• WI1,rcTHAN5", TYP. .W UW 0zy"0HOLE, WITH / / SUBSTRATE PER ANCHOR FROM 1" / ANCHOR 0CUP ANCHOR UI W = W w SCHEDULE, TYP. SCHEDULE o w P'VARIES : 0 i ® (OTHER ( ) O 3 DIMENSIONS B 375" SIMILAR) 1" TIE -DOWN CLIPy 3 ANCHORDETAIL31 1" CLIP ISOMETRIC DETAIL 3 3- =1'-0' DETAIL z o LL ISOMETRIC H 3 N. T.S. CLIP 15 DESIGNED FOR FULL m CONTACT WITH THE BASE OF EACH J z j MECHANICAL UNIT, TYP. ry z 2 w a 0 L w O E 0. 125" z J av = MECHANICAL UNIT BY OTHERS. ALUMINUM Q ro HOUSING UNITS SHALL BE 6063-T6 MIN. LL.I c i ry ALUMINUM SHEET WITH Fty-30 KSI, 0.125" R MIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS OR CUPS 4" Z N a 0 a 0. 072" OR n x SHALL BE ASTM A653 Fy=33KSI MIN. LONG. UTILIZE (4)-# 12 SHEET ~ t=j 0.113 THICK STEEL, GRADE 33, 22GA MIN. (t=0.0299').ASTw METAL SCREWS FORCLIPSQ- _ G ST EnL ATYP. (3)-#12 SAE GRADES / LONGER THAN 4". PROVIDE (5) m o PITCHES MIN. PAST THREAD PLANE LL SHEET METALSCREWS FOR CLIPS 4' LONG. THICK" OR 0 113 j - FOR EACH SMS, TYP. UTILIZE CREW 2 SHEET THICK ASTM A283 , H STEEL CLIP TYP _ METAL SCREWS FOR (1) OR (2)ANCHORS A CLIPS LONGER THAN 4", BASE OF UNIT SHALL / PER ANCHOR ! g BE FLUSH WITH BASE « 6 E S ry NP' OF CLIP, NO SPACE / ! 3/8 SCHEDULE PERMITTED, TYP. Y " O HOLES, NOT TO i SUBSTRATE PER _ e g BE USED FOR / j;K'5 Fi4 ANCHORS, TYP. \?'ANCHOR SCHEDULE VARIES) 375" 2 1( . 00. 2" TIE - DOWN CLIP o.7s V1 a ANCHOR DETAIL g o.so E yo„ -0. 50" 3 3" = 1'- 0" DETAIL c %wcx PPN4 LBEKKU 00 PE CLIP 15 DESIGNED FOR FULL 15-2376 FACTORY -MILLED Y." 0 HOLES; yT3'o. - ao CONTACT WITH THE BASE OF EACH SCALE: N. T,S. UTILIZE (1) OR ( 2) ANCHORS MECHANICAL UNIT, TYP. PAGE DESCMMONt FROM 2" CLIP ANCHOR - SCHEDULE, TYP. 0, 50" L s2" CLIP ISOMETRIC DETAIL N.T.S. ISOMETRIC BENNARDO, F.E. 11111 Ill PPE004 IVIV LENS P.. 13 2' No PE0046549TABLE1: Vult=175 MPH, EXPOSURE C TABLE 2 : Vult=175 MPH, EXPOSURE D = R (FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') (FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') b OiPp0STATEOF iwT FlOR10P.. m r_Ju! W .. J w <) inSS/ONAL \ F1W o,' LL x FSFS r$, LLIZCr1QgP wi O Zk .tw jm Ezu e WW O wP Zu cc 4 3LLsW g NW i W OwO 2 a s d m 3 z a « 8 , 7 m 'THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROWARD AND 'THIS TABLE IS PERMISSIBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROWARD AND U - MIAMI-DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY MIAMI-DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY J = i O OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. Q m 00 dZe z w < J Q m n 0 Z n k N LL W O 6 6 Q N U TABLE 3 : Vult=170 MPH, EXPOSURE C TABLE 4 : Vult=170 MPH, EXPOSURE D Z p Z B ( FOR USE WITH A RISK CATEGORY II STRUCTURE-) (FOR USE WITH A RISK CATEGORY II STRUCTURE'( a V O m w qB o d ^o s' 20 . e q n5 AIGHf FWNI(L BENNPADO PE l- -------- — -- 15-2378 AS AN EXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL 'AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL PAGEsc N Ts. PAGE DESCRIPTION: AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. w e ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE Cl C2 C3 C4 MAXIMUM SURFACE AREA OF UNIT'S LARGEST FACE UNIT HEIGHT UNIT WIDTH 6 FT' 24" MAX 12" MIN N/A H 5 100 FT AT GRADE H 5 200 FT 9 fTI. MAX 15"MIN N/A H 5 15 FT AT GRADE H 5 200 Fr 4 FT' 48" MAX 24" MIN AT GRADE H 5 200 FT H 5 200 FT H 5 200 FT 6 FT' N/A H 5 200 FT H 5 30 FT H 5 200 FT 9 FT' N/A H 5 40 FT AT GRADE H 5 200 FT 12 FT' 16 FTI N/A AT GRADE N/A_H 5 200 FT N/A AT GRADE N/A H 5 60 FT 60" MAX 48" MIN N/A AT GRADE N/A H 5 60 FT 25 FT' 30 FT' N/A N/A N/A H 5 16 FT N/A N/A N/A qT GRADE 36 FT' N/A N/A N/A AT GRADE ALLOWABLE INSTALLATION ROOF HEIGHT TIE -DOWN CONFIGURATION TYPE MAXIMUM i SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNIT'S LARGEST HEIGHT WIDTH FACE I I 6 h' 24 in 12 In N/A 5 140 FT AT GRADE 5 200 FT I 9 h' 32 in 16 In N/A H 5 15 FT AT GRADEI 5 200 FT 4 h' 48" MAX 24" MIN AT GRADE 0 FT529. 61 N/A I 5 200 FT 6 ft' AT GRADE 5 200 FT H 5 40 FT 5 200 FT 9 ft' N/A 60 FT AT GRADE 5 200 FT Al DE 16 ft' N/A AT GRADE I, N/A 580 FT 20 ft' N/A AT GRADENRA N/A 5 100 FT 25 ft' 60" MAX 48" MIN N/A N/A -.... H530 FT 30 ft' N/A N/A N/A I AT GRADE 36 h' N/A --_— N/A N/A j AT GRADE ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE Cl C2 C3 C4 MAXIMUM SURFACE AREA OF UNIT' LARGEST FACE UNITHEIGHT UNITWIDTH 6 FT' 24" MAX 12" MIN N/A H 5 40 FT AT GRADE H 5 200 FT 9 FT' 32" MAX 15" MIN N/A AT GRADE N/A H 5 200 FT 4 FT' 48" MAX 24" MIN AT GRADE H!; 200 FT H 5 160 FT H 5 200 FT 6 FT' N/A H 5 200 FT AT GRADE H 5 200 FT 9 FT' N/A H 5 16 FT AT GRADE H 5 200 FT 12 FTI N/A AT GRADE N/A H 5140FT 16 FT' N/A N/A N/A H 5 15 FT 20 FTI 60" MAX 48" MIN N/A N/A N/A H 5 30 FT 25 FT' N/A N/A N/A AT GRADE 30 FT' N/A N/A N/A A7 GRADE 36 FT' N/A N/A N/A N/A i ALLOWABLE INSTALLATION ROOF HEIGHT TIE -DOWN CONFIGURATION TYPE Cl CZ C3 C4 MAXIMUM SURFACE AREA OF UNIT'S LARGEST FACE UNIT HEIGHT UNIT WIDTH 6 ft' 24 in 12 In N/A 60 FT AT GRADE 5 200 FT 9 ft32 in 151n N/A AT GRADE N/A <200 FT 4 f[' 48" MAX 24" MIN AT GRADE 5 200 FT 5 200 FT < 200 FT i 6 ft' N/A 5 200 FT H 5 15 FT 5 200 FT 9 ft' N/A H 5 15 FT AT GRADE 5 200 FT 12 fi' N/A AT GRADE N/A 5 200 FT 16 ftI N/A N/A N/A H 5 40 FT 20 f[' 25 h' 60" MAX 48" MIN N/A AT GRADE N/A H 5 40 FT ' N/A N/A N/A AT GRADE 1 30 ft' N/A N/A N/A AT GRADE J 36 ft' N/A N/A L_ N/A AT GRADE Florida Building Code Online Page 1 of 2 BCIS Home I Log In 1 User Registration i Hot Topics j Submit Surcharge Stats & Facts Publications FBC Staff ( BCIS Site Map 1 Links Search dPlodda x Product Approval USER: Public User tY Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL14239-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 0 Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors 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 Frank L. Bernardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Troy Bishop, 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 Product Approval Method FL14239 R4 COI Indep.odf Standard ASTM D1761-88 Florida Licensed Professional Engineer or Architect FL14239 R4 Eouiv Eguiv.odf Method 1 Option D Year 2000 https://www.floridabullding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOSCel... 1/27/2018 Florida Building Code Online Page 2 of 2 Date Submitted 08/09/2017 Date Validated 08/16/2017 Date Pending FBC Approval 08/20/2017 Date Approved 10/10/2017 Summary of Products FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R4 II Dwq.pdf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the FL14239 R4 AE Eval.pdf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: A 0 012 C 6dltCatd SL'CUTIL hILiRIC% https://www.floridabuilding.org/pr/pi-_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 1/27/2018 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. t CENTER OF GRAVITY - ASSUMED TO ACT AT THE u GEOMETRIC CENTER OF THE O SEE DESIGN MECHANICAL UNIT. MECHANICAL UNIT MUST BE w U ! rCENTEROF / SCHEDULE FOR GRAVITY. MAXIMUM SURFACESQUAREORRECTANGULAR, x ut//////--- NO IRREGULAR SHAPES. AREA AND DESIGN N PRESSURE, TYP. IawQ STEEL TIE -GOWN CLIPS. SEE DETAIL 1/3 & 2/3 IP INFORMATION, TYP. i. II CFORCI3„ MAX TI MAX. TYP. TYP. HOST STRUCTURE DESIGN BY OTHERS. SEE DESIGN SCHEDULES FOR, ALLOWABLE SUBSTRATES 3" MAX NSCTYP. MECHANICAL UNIT 3" MAX TYP. sE`° 1 TIE -DOWN ISOMETRIC TYPE OF CLIP AND NUMBER OF CLIPS 1 1' = 1'-0" ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES Cl-C4 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR ANY GIVEN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA- VOK-170 MPH, EXPOSURE'B' 48" TALL K 48" DEEP z 48" WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)-2" CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) PROCEDURE: PROCEDURESTEP RESULT 1 IDETERMINE THE CONNECTION TYPE BASED ON THE DIAGRAMS ON SHEET 2 CONNECTION TYPE 3 2 1 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A Vult=170 MPH, EXPOSURE'B'. THIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 3 IDETERMINE LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLED 48"z48"-16FT' THIS UNIT HEIGHT OF 48" IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". NOTE, THIS PRODUCTAPPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND THAT IS A MAXIMUM 30" TALL. IF AN A/C STAND LS UTILIZED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGHT 5 CHEC_K MINIMUM UNIT WIDTH RESTRICTION UNIT -WIDTH 48" WHICH IS GREATER THAN THE MINIMUM ALLOWABLE WIDTH OF 24" 6 DETERMINE THE ALLOWABLE ROOF -TOP HEIGHT OF THE INSTALLATION THIS UITT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 FT. SEE (•) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE LL DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND FLORIDA C BUILDING CODE 2017 (6TH EDITION) FOR USE WITHIN AND OUTSIDE THE HIGH VELOCIY . HURRICANE ZONE AS INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES, THE DES16d CRITERIA USED TO CALCULATE THE ALLOWABLE ROOF -TOP HEIGHTS CONSIDERS FBC SECTION 1609.8 FOR NON-HVHZ AND SECTION 1620.6 FOR HVHZ & ASCE 7 SECTION 29.4,1 FOR INSTALLATIONS AT GRADE. (GC,)u..,=1.90 WITHIN THE HVHZ & OUTSIDE THE HVHZ, (GC, n=1.5 FOR ALL LOCATIONS (CONCURRENT) . ALL OTHER DESIGN VARIABLES ARE IN ACC0ANCE WITH ASCE 7-10 CHAPTERS 26 & 29. THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30" TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULES. GENERAL NOTES: I. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 2. DESIGN IS BASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS #TEL 01910387A, #TEL 01970387E BV TESTING EVALUATION LA80RATORIES, INC.. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL BY THIS ENGINEER SHALL BE PERMITTED. 3. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 4. FASTENERS TO BE #12 X 3/a" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDER BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. S. ALL STEEL CLIPS SHALL BE ASTM A283 STEEL (GRADE D) WITH Fy=33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION. G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 6. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 7. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM D15SIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 8. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. 9. THE ADEQUACY OF ANY EXI57ING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SHALL BE VERIFIED BY THE ONSITE DESIGN PROFESSIONAL AND IS NOT INCLUDED IN THIS CERTIFICATION. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 10. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONIUNCTION WITH THIS DOCUMENT. 11. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 12, FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7-10. Ir3m Zw D L9 co WW toho D U w N O Lu 0 z nH 7U J 3QO Z O n m 0 r zE ofzz W o a zz z H = ca G m 15- 2378 I F 7 2 VLI ENO 8 01:LN 3" MAX 1" CUPS - ' 3" MAX. TYP TYP. 3" MAXVTK\ 0 J TYP; ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE DESCRIPTION 1)-5/16"0 CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y." FULL EMBED TO 4" THICK MIN, CONCRETE, 3ie" MIN. 3000 PSI MIN.) EDGE DISTANCE, 31/." MIN. SPACING TO ANY ADJACENT ANCHOR. 1)-*14 SAE GRADE 5 ALUMINUM: SHEET METAL SCREW TO 0.12S" MIN. ALUMINUM, PROVIDE (5) THICK, 6061-T6 PITCHES MIN. PAST MIN. ALUMINUM) THREAD PLANE STEEL: 1)-k14 SAE GRADES 0.125- MIN. SHEET METAL SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS SUBSTRATE DESCRIPTION -Q 1)-5/I6"O CARBON STEI ITW BUILD EX TAPCON, CONCRETE: 2y" FULL EMBED TO , < 4' THICK MIN, CONCRETE, 3Ye" MIN. 3000 PSI MIN.) EDGE DISTANCE, 3%" MIN. SPACING TO ANY ADJACENT ANCHOR. ALUMINUM: ( 2)-*14 SAE GRADE 5 0.125" M[N. SHEET METAL SCREWS TO THICK, 6 MIN. ALUMINUM, PROVIDE (5) MIN. ALUMINUM) PITCHES MIN. PAST THREAD PLANE STEEL: (2)-a14 SAE GRADE 5 0. 125" MIN. SHEET METAL SCREWS TO THICK, 33 KS I STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE EX. 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT CONNECTION TYPE Cl CONNECTION TYPE C2C1 1" CUP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT CZ 1" CUP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT u UNIT WIDTH Z Z 6MAX 6" MAX 0 CUP OFFSET aiwCUPOFFSETCUPPAIRSPACING -) S ' o uz,ow 3" TYP MECHANICAL CLIP -CLIP UNIT PER w SPACING SEPARATE I CERTIFICATION 3" MAXI 2" CLIPS 3" MAX - TYP. 2" CUPS 3" MAX UTILIZE (4) CLIPS EA SIDE g TYP. 7yp, OF UNIT FOR A TOTAL OF 8) PER UNIT 3' VIP d`V N O ' 3' MAX en\N \ / y 33 MAX TMp 9 O " . TYP.. 0 c3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE (8) CLIP DETAIL 2" CUPS - UTILIZE (1) AT EACH CORNER FORA TOTAL OF (4) PER UNIT C4 2" CUPS • UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT 3 N.T.S. PLAN VIEW E THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC B - PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT. 15- 2378 0 PLU-54Y FOR ANY CLIP LONGER THAN 10" MECHANICAL UNIT BY OTHERS. ALUMINUM . • . .... 0.19" UTILIZE (5)-#12 SAE HOUSING UNITS SHALL BE 6063-T6 MIN. SIC ENSE TYP. GRADE 5 SHEET Q. O METAL SCREWS, TYP, ALUMINUM SHEET WITH Fty=30 K51, 0. 125" MIN. THICKNESS, STEEL HOUSING UNITS (3)-#12 SAE GRADE 5 SHEET _ 4 ; No pt004654 0,068" THICK SHALL BE ASTM A653 Fy=33KSI MIN. METAL SCREWS FOR CLIPS UP TO - is Z ASTM A283 STEEL, GRADE 33, 22GA MIN. (t=0.0299) 5" LONG. UTILIZE (5)-#12 SHEET _ -k * ' -,D N STEEL, TYP. o m 5 , . !J METAL SCREWS FOR CLIPS -Q C a zLONGERTHAN5". PROVIDE (5) U -, STATE OF wm.,Sz PITCHES MIN. PAST THREAD PLANE : Off'. w H U m 3)-# 12 SAE GRADES 0.068" THICK ASTM / / FOR EACH SMS, TYP. S Z ORIO . - D LL ,w P SHEET METAL SCREWS 4 • A283 STEEL CUP, TYP. //,;.! / i '3/Q w to FOR CLIPS UP TO S' ANCHOR PER i I] NA w ww z LONG. UTILIZE (5)-#12 `r BASE OF UNIT SHALL / // ; ANCHOR r Q ALL BE FLUSH WITH BASE SHEET METAL SCREWS i/ !' ;/g^ SCHEDULE C7Q 6 m W i o m FOR CLIPS LONGER OF CLIP, TE SPACE z x a r 3 wPERMITTED, TYP. i/ / rc Cl w THAN 5 TYP, y"0 HOLE, WITH / SUBSTRATE PER - ANCHOR FROM 1" 3 " O ANCHOR z 4 CLIP ANCHOR / / SCHEDULE m w' W w0.75" SCHEDULE, TYP. // /,/ i / 0 w 1 VARIES) 0 OTHER CI d DIMENSIONS B 0.375" SIMILAR) - 1" TIE -DOWN CLIP 36" y ANCHOR DETAIL 0 1 1" CLIP ISOMETRIC DETAIL 3 3"=1'-0" DETAIL z 5 ISOMETRICg3N.T.S. CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH _j z MECHANICAL UNIT, TYP. Q 30 z , p 2 0.125". a owc u^ni 1,- o z p z MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. w oM d g nALUMINUMSHEETWITHFty=30 KSI, 0.125" Ili MIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS OR CLIPS 4" z DE 5 SHEETv N ¢ o60.072" OR n < SHALL BE ASTM A653 Fy=33KSI MIN. LONG. UTILIZE (4)-#12 SHEET H u0. AST THICK w w ASTM A283 STEEL, GRADE 33, 22GA MIN. (t=0.0299"). METAL SCREWS FOR CLIPS C STEEL, TYP. - (3)-# 12 SAE GRADE 5 i LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE `O SHEET METAL SCREWS - Co v FOR CLIPS 4" LONG. 0.072" OR 0.113 iG : FOR EACH SMS, TYP. UTILIZE (4)-#12 SHEET THICK ASTM A283 - METAL SCREWS FOR STEEL CLIP, TYP.( I) OR (2)ANCHORS CLIPS LONGER THAN 4", BASE OF UNIT SHALL / PER ANCHOR 6 BE FLUSH WITH BASE / G n TIP. 3/B = Sy OF SCHEDULE CLIP, NO SPACE PERMITTED, TYP Y4"O HOLES, NOT TO i / SUBSTRATE PER c @gBEUSEDFOR ANCHORS, TYP. / ANCHSCHEOR E4g a / DULE - e 375"/ (VARIES) i i o.7s" 00, 2" TIE -DOWN CLIP 4 4 ANCHOR DETAIL o.so" 0.50" 1'-0" DETAIL ccrrwt rlwwuBF n+u+mr] so, o jCLIP IS DESIGNED FOR FULL 15-2378 FACTORY -MILLED "," 0 HOLES; Sp,, -, CONTACT WITH THE BASE OF EACH 9UtE: N.LS. S UTILIZE ( 1) OR (2) ANCHORS :<' A MECHANICAL UNIT, TYP. FROM 2" CLIP ANCHOR PAGE DESLRIP120N: SCHEDULE, TYP. 2 2" CLIP ISOMETRIC DETAIL 65) 3 N. T.S. ISOMETRIC e Job Address: 01 D Parcel ID: J, ( I- I F CITY OF SANFORD APR 18 20INBUILDING & FIRE PREVENTION PERMIT APPLICATION Application. No: Documented Construction Valise: i"i X uV_s 2rf, Qr Historic District: Yes No Q Af esiden'tial A Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax, Email Title: Property Owner Information Namc mOY" r owl Phone: Street: = Residentofproperty?; City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No,: CFC1426562 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company Address: Phone: Fax: E- mail: Mortgage Lender: talAddress: WARNING TO OIVNER: YOUR FAILURE TO RECORD A NOTICE Or 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 HNANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CO. IMENCENIENT. Application is hereby nude to obtain,a.permit to do the work and 'installations as indicated. 1 certify that no work or installation lids commenced prior to the issuance of a permit and that all work will he performed: to meet standdrds of all laws regulating construction in this jurisdiction. I undi rstand that a separate permit must be secured for electrical work, plumbing, signs, ~yells, pools, furnaces, boilers, heaters, tanks, and air conditioners,- etc. F13C 105.3 Shall be inscribed with lhedate.:of application and the code, in effect as.of that date; 5°i Edition (2014) Florida Buildip- Code Revised, hine 10. 20I i Permit Applietition NOTICE: In addition to the requirements of tilts permit; -there may be additional restrictions applicable toy this property that may be found in he 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 fgured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit,ts 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 ol'nuner7Agent Date Signature of:Cohtr YFAgent to Print (wier/AgenPs;Name PnntContracte 'YAgent'sNme Signature of Notary -State of Florida Date Signature of otary=Stateof Florida I = LA Owner/Agent is Personally Known to Me or Contractor/Agent is Persoall I nown to e r Produced ID Type of ID Produced ID Type of I9' uEORGG 21, 2020 BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical [I Mechanical Plumbing 'Ga s 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: FIRE: BUILDING: C01V4 TENTS: RevkediRine 30, 201 5 Permit. Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 4 Application No _ i' Documented Construction 'N" alue: S if 200 lob Address: `_ . ( Historic District: Yes No Qf Parcel ID;: Residential ErCommercial Type of «`ork: \e« Q Addition Alteration El Repair n Demo Change of Use -Move Description of NVork: Plan Review Contact Person: Title: Phone: Fax: Email Property Owner Information Name s I Phone: Street: Resident .of property?,: Cite,: State Zip: Contractor Information Name Qi'-tom 1. %-11 I,`` 4"a I T`'. Phone: Street. ` Fax: C, il C1021 City, State zip: ^I iC I—(— i ' State License \o> /. f J } Street: Citti St, Zip: Bonding Company-. Address: Architect/Engineer Information Phone: Fax: E-rail llort-a-e Lender: Address: WARNING TO O` N'ER: YOUR FAILURE TO RECORD A NOTICE .OF COAI'hE\CE\IENT \IAI' RESL`-LT I\ YOUR P.',LING TWICE' FOR IMPROVEMENTS TO YOUR PROPERTY. _a ,NOTICE OF CO\E\ILNCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE.. FIRSTENSPECTION. IF YOU INTEND TO OBTAIN FI\ ANCIN:G, CONSULT W11TH YOUR LENDER OIL AN ATTORNEI' BEFORE RECORDING YOL`k NOTICE OF CO INIENCEIIENT. r plii.c uon is he!-,- 7t`-R'.ad:,- to obtain a peiil3i:, to do t-` c work- and ii'stallations a , i_ di'c tee. I- certi f that do -%vor l' Or Itista l.atlon i1-- io: 1?inl'nce'L-.'prior to rt''.. issuance. of c1' I1,:7mii and that all wo'.'K will bcc- pe,fortal' J. to nncct stanzt'ai-L of all ;a',,,- s reinilaung cons,.r c—wn M MIS iutijdiCti0g. I understand that a separate permit must be secured for electrical )i ork plurnhi'n r siii ns. wells, pools,, furnaces, boilers, heaters, tanks, and air conditioners, etc. FEC, 10-; 3 Shall be inscribedN%ith the -date of application and the code in effect as of that dote: Edition (2014) Florida 'P'uildihc Cride NOTICE: In addition to the requirements of this p6rmit, there may be additional restrictions; applicable to this property that may be I'awd,in the public records of this county, and there may be additional peri-nits required from other goveriinien'tal entities such as Nvater manatzement districts, state agencies, or federal -wzencies. Acceptance of permit is verification that I will.notify the owner of the property of the requirerneuts,of Florida Licni Law, FS 713. The City of Sani"ord requires pa} ment of a plan review fee at the time O,fpermit Submittal. A copy of the executed contract is required n order to calculate a plan review charge and will be considered the estimated construction valuof the: job, at the tine orsubmittal. The actual construction value will be, figured based on the current ICC Valuation Table in effect at the tiirn I e the permit is issued accordance with local ordinance ., Should calculatz-,d cliarL,-s ffil in ured off the executed contract exceed the actual c6n3traction value-. credit wrill he applied to your permit flees vvh.-n the permi I t.is issued. OWNEWS AFFIDAN17IT: I certify that all of the foregoing information is accurate and that,aLl Nvork—wil-I be done in compliance Nvitli all applicable laws regulating construction jprlc u''_j. si'.I-' anur-- of Dace innt Nan- 2 Siznature ofNat' din'-Stau ofFlcmd3 Dais ONv'ri' eVA2er,t is Personally Vnown to the or Produced ID Tvpe of ID STEPHANIE RALLO Commissloh # FF, 17501171 1 1-8 xplresNovember,9, 2018J jo' w" 8o-3*7qq ItMo ThmTr: F Contractor," A- erit is Personally -know n to Nfe- or Produced ID Type of 11) BELO.N. N17 ISFOR OFFICE USE ONTLY Permits Required: Building,[] Electrical[] Mechanical[] Plumbiii2[1 Gas[ ] Roof Constru,cti, oui Type: Occupancy Use: Flood Zone: Total Sq Ft of,Bldg: Min —Occupancy Load: 4-1 Bldg r-1 of Stories: NeNN-Constrbetion'. Electric - of Amps Plumbing - r—.-'of Fixtures Fire Sprinkler Permit: Ye's -.No El --"'of Htads Ffre ktarm Permit: Yes D -.\,o 0 APPROVALS: ZO'\ I'.,",,*G: 7 W.;kSTE 'WATER: E'N' G FN E E R FIN G FIRE: BUILD,Fi,,G:-- COAFNIENTS: CITY OF SANFORD BUIL:DING,& FIRE PREVENTION2018PRMIT;APPLICATION 7ApplicationNo: t [ Documented Construction Value: $ Job Address _ ,. ; - f ]Historic District: Yes 0 No Parcel ID: Resideattiato Commercial Type of Work: Newum. Addition Alteration Repair Demo . Change of Use ll °dove Description of Work trt u l rvi;r (,ot.e_ (ABC 1 Ji`'l^` r l r 11o:r L, c Plan Review Contact Person: H S^ Title: Phone: `k-1- gG Oot Fax: t-.3 -3 5_ Email: .i'1 ae.. Property Owner Information Name T &kA Va JAK,tust Phone: Street: _ ..__.. _ _.G Y h .. Resident of property? : City, State Zip: e a ContrMor Information Name - >r 1r < < -` it ' Phone: k Street _ SCc _bra:, Fax: City, State Zip:rt7 State License No.•.CkOB D _WK Name: Street: R city, St, Zip: Architect/Engineer Information Phone: Fax: E-mail: Bonding Company: Mortgage Lender: 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be foiin`d 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 at work will be done in compliance with all applicable•,laws regulating., construction and zo g: n .. Signature of Otvner/Agent Date Sig" re of Contractor/Ag* to ssn Print Owner/Agent's Name P ` i Unlractor/A ent's:Name V; Signature of Notary -State -of Florida Date Signature of -No ry-State of Flori la Date CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 Ftoridallotar rvtca.com Owner/Agent is Personally Known to Me or Contrac`torLAg -nt1is _!Personally Known 'to'Me or Produced ID Type of ID Produced ID Type of ID , BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Anips Plumbing - # of Fixtures Fire Sprinkler Permit: Yes NO # of Heads Fire Alarm Permit: Yes NO APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application CITY OF SANFORD 13UILDING,& FIRE. PREVENTION t n A "i PLRNiIT°APPLICATION Application No: 1 Documented Construction Value: Job Address d Historic District:, Ws, Nog Parcel ID: Re"s'rcteniiaM Comrmetc'ai Type of Work. NewA Addition Alteration Repair Demo. Change,of UseEl -Move Description of Work:, r>5 T 1plC 1rJ t`c l Plan Review Contact Person:2 41 Title: Phone: `ErU1--6158001J Faxk, ' '-Email: Property Owner Information Name Ag' Phone: Street:1 Resident of property? City, State Zip, 4 y b C traoContoiInformation 1 Name slAV r t Phone: Street: . - O SL0 Fax: q0 -7 City, State Zip+1 n,' State License No.: Cpt.(J8 a O Architect/ Engineer Information Naive: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application c 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. OWNE R18 AFn +, DA' IT: I certify that all of the foregoing information is accurate svhflTaar-workwill be done in compliance with all applicable -,laws regulating_; construction and zo g. 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 Name OA e. Signature of No ry-State of Floridn, Date CHERYL D AKERS MY commissi * FF998962' aro EXPIRES June 05, 2020 407 19"153 {oefgTntoipryuoneecom Contractor/ Agent js _Aj!fPersonally 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: I 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application AW TVId- Sq.,. i—i,ZAIcz- D M PIIch[,,I V&,al... S/ 19/2016 5/ 15/2m,a0I 7 I.a lip WM Aw Tt I Ai: 4A IAZ W, 21 ti W 14 It, Mc. ` nlz I mno 11, I.1v W41M 17— Kwe... 1. 1-1 1 1. ss", I. IMI mm I.. nn 6— ull w. Liz— 11— ftl.ssl v l— kc A C 1, t 4! 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