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455 Rocky Grove Ln 17-1885; PLUMBINGCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 2 Documented Construction Value: $ ZvQE'S Job Address: I/Y5 %ftKy G/leoV4 64AI Historic District: Yes No Parcel ID: t•7/1V( 6_ Wf 5_ / 7 A/XT Residential Rr Commercial Type of Work: New E9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: . Email: Property Owner Information Name &.19K A6// s0/1/ Phone: Street: Title: Resident of property? : City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 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: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING l'WICE 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 FINAtNCI.VG, 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 rcgulati ng construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, rurnaces, boilers, hatters, tanks, and air conditioners, etc. FBC 10i.3 Shall be inscribed with the dale or uppucution and the code in effect us of that duce: 5i° Edition (2014) Florida Building Code Revised, June 30. 2015 Pemtit Application i lhh 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 tee 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 construcjon' and zoni i/ Signature of Owner/Agent Date Signature of Contr or/ AgentSAN ate Utttunntrntuq,,' Print 0%%ner/Agent's Name Print Contractor/Agent's Name 'o EXPIRES GE Signature orNotary-State of Florida Date ignature of Notary -State or Florida Date JUNE 8. 2020 i Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30.11013 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00001885 Date 7/31/17 Application pin number . . . 696935 Property Address . . . . . . 455 ROCKY GROVE LAN Parcel Number . . 21.19.30.510-0000-0850 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 272172 Application desc noc on file Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 NES SFR/ LOT 85 Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . PLUMBING FIXTURES 21.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2663.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996231 Permit pin number 996231 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 126.00 Issue Date . . . . 7/31/17 Valuation . . 6209 Expiration Date . . 1/27/18 Qty Unit Charge Per Extension 21.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 126.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich®sanfordfl.gov June 22, 2017 5:11:38 PM blaker. Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 816.00 02-CURB CUT/DRIVE - S/F 40.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. C5 FIRE INSPECTIONS CITY OF SANFORD t 407.562,2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001885 Date 7/31/17 Application pin number . . . 696935 Other Fees . . . . . . . . . 01-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 46.16 O1-BLDG DBPR SURCHARGE 46.15 Fee summary Charged Paid Credited Due Permit Fee Total 126.00 00 .00 126.00 Other Fee Total 12985.41 12955.86 .00 29.55 Grand Total 13111.41 12955.86 .00 155.55 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 7-------------------------------------------------------- Page 3 Application Number . . . . . 17-00001885 Date 7/31/17 Property Address . . . . . . 455 ROCKY GROVE LN Parcel Number . . 21.19.30.510-0000-0850 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . Phone Access Code 996231 Permit pin number 996231 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL / / COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 DATE: June 30, 2017 BUILDING PERMITTNUMBION ER: 17-10000401 UNIT ADDRESS: ROCKY GROVE LN 455 21-19-30-510-0000-0850 TRAFFIC ZONE:022 JGSDICTIOSUF: PARCEL: TRACT: SEC. TWP: LOT: SUBDIVISION: BDIVISI N: PLAT BOOK PAGE: BLOCK: O E. ESSADDRWN APPLICANT NAME: TAYLOR MORRISON OF FL INC FL 32751 LUCIEN DR #35Q MAITLAND ADDRESS— 2600 LAKE LAND USE: THORNEBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD 455 OCSFRGROVE LANE THORNEBROOKE PH_4----------------------- SPECIAL NOTES: LOT TOTAL DCALCUNIT BENEFIT RATE UNITS TYPE FEE SCHED RATE ---------------- DISTTYPE ------------ ROADS -ARTERIALS CO -WIDE ORD 1.000 dwl unit705.00 705.00 Single Family Housing 1.000 dwl unit ROADSgg-COLLECTORS N/A .00 00 FIREnRESCFamily Housing 00 LIBRARY CO -WIDE ORD 54.00 1.000 dwl unit 54.00 Single Family Housing CO -WIDE ORD 1.000 dwl unit 5,000.00 SCHOOLS 5,000.00 SSiingleFamilyHousing00 P 00 LAW ENFORCE N/A 00 DRAINAGE N/A AMOUNT DUE 5, 759.00 STATEMENT 6 SIGNATURE: _ RECEIVED BY: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY[APPLICANT: FAILURE TO NOTIFY OWNER *** ENSURE TIMELY PAYMENT MAY R SUIT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 2-FINANCAPPLICANT EPT 34_ LANDMANAGEMENTNOTE** PERSONS ARE ADVISEDTHATTHISIS A libRNTD ECA UNDER T HE SEMINOLE RESCUE,LkkYANOEDUIAL TTlRER IT i OF SANFORDPAYMENTSHOULDBE MADE TO: SEMINOLE COUNTX --- BUILDING DEPARTMENT SANFORD, EAST FLI32771STREET PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE Jbp LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THERECEIVINGSIGNATUREDATEABOVEDETAILOFCALCULATIONAVAILABLEUPONREQUEST. (ALL 407-665-7356. REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1,7 -1 g$ S BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 D rywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof . 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence AddrPcc! d-C< AZejr-I GE-%k5 ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary 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 A I A ERMII Ins ection Descri tionn71011* 1H Max Mechanical Rough 0 Mechanical Final REVISED: June 2014 Parcel ID Number: A-19-30- 5 IO-0000-klf- 0 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. GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT h COMPTROLLER BY. 8949 P9 66 (1P9s) CLERK'S : 2017069105 RECORDED 07/07/2017 03:24::i5 PM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT g5— Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book_$( Page f the public records of Seminole County, Florida. Addresses :/-/Is-" / -Sanford FL 2. General description of improvements : Single Famil ome 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. 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(I)(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(I)(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 YOUR PROPERTY. 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: _ n Asa Wright raylor Morrison of Flor'Inc. Sworn to and subscribed before me this by John Asa Wright o ' personally known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial No. FIT 209108 A'tt CMD X: ccly„ LE Z U FLOwDr\ By _ DEFUTYCIER VIY O-JiTry- Signature: Notary 07 2017 e 4EGET11 UPI 14 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: j — Q a Documented Construction Value: S f.9 Job Address: 4 9' roc c-m C v"-e_ La_ PJ Historic District: Yes No X Parcel ID: 21-19-30-5112-0000-OW 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use,, Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermotsPerm'tsPerm'ts.com 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 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Az, Signature o er/Agent Date I Signatur of Contractor/Agent Date I/ TAYLOR MORRISOWO&LORIDA INC Print Owner/Agent's N 6 Signature of NotarfigtatTof FI a Date MY COMMISSION 0 FF 209108 EXPIRES: June 27, 2019 Fa Bonded Thro Bud9t1 No Swim Owner/Agent is yEa Personally Known to Me or Produced ID N/A Type of ID JOHN ASAMiGHT Print ] we 6Y Signature of Notary- te,-gf Florida Dat2( D. A. CLARK AOr * MY COMMISSION 0 FF 209108 EXPIRES: June 27, 2019 for'r Bonded Thro Budget NobryServices 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 [a Plumbing Gas[] Roof Construction Type: 4 E2 Occupancy Use: Flood Zone: A TTWCN E Total Sq Ft of Bldg: 2- %%3 Min. Occupancy Load: l-A # of Stories: 01 R-- 75 New Construction: Electric - # of Amps Plumbing - # of Fixtures a I Fire Sprinkler Permit: Yes No P11" # of Heads Fire Alarm Permit: Yes No [R' APPROVALS: ZONING: UTILITIES: IsWASTE WATER: CaZi]ir 1!_I ENGINEERING:,&,VC ( 0-7f" FIRE: BUILDING: -4/ Ok to construct Single Family home with setbacks and impervious area shown on plan. Revised: June 30, 2015 Permit Application 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: 455 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0850 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) O , C A US•E O Y 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 M The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1885 Reviewed by: Michael Cash, CFM Date: June 28, 2017 0 r % 1:),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape LODepartment of Planning S Development Services1877 300 North Park Avenue, Sanford, Florida 32771wwweenrordn.gov 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 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. JVm"Bja / Ifee.MHbHour. 0 tor95 Calleera.youdl4 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date G Av t, + Completion Date Emergency Repair; 4. Brief Description of Work: sMIR Wn7 n/It N $Fie It Maintenance Responsibilitieslindemnification 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 installationliimprovement 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 pennittee shall remove, relocate andlor 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 Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its eouncilpersons, 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 attorneys fees up to and including an appeaq, resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Citys right-of-way. I have read and understand the above statement and by signing this application 1 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: Date: 6- i This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 640124 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: tieptemoer zwu ROW Use Dtivwmy Of FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot85ThombrookeManchesterAGLW Builder Name: TAYLOR MORRISON Street: 763- iroc f-py-o_ LAir-t Permit Office: &4 OV--A- Cily, State, Zip: FL ,;i,, . + 1 Permit Number. Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.0011' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1277.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1277.00 ft 6. Conditioned floor area above grade (ft') 2138 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft2 7. Windows(336.2 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor. Dbl, U=0.34 272.23 ft' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 43.5 SEER:15.50 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 43.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1277.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft' b. Conservation features b. Raised Floor R=19.0 78.00 ft' None c. other (see details) R= 42.00 ft' 15. Credits Pstal Glass/Floor Area: 0.157 Total Proposed Modified Loads: 66.09 PASSTotalBaselineLoads: 68.78 1 hereby certify that the plans and specifications covered by Review of the plans and F'iHE this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. A• nn„°••. •.:;: _..• .•=, PREPARED BY: Before construction is completed DATE: 5/1.7 _ _ this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as is in compliance Florida Energy Code. Florida Statutes. 4 ODOWNER/AGENT: 4desi. ed, with the z BUILDING OFFICIAL: DATE: 0 DATE: Compliance requires certifiication by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1:2. 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 taylor morrison M•m•• Inp/rW bV Vbv TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Fa nily Lots in Phases 4 and 5 Address:. 45 lj Ud QZS.#- L CA-c. Lot #: g5 This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and 5. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned fuither warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WIT E ES: Owner Signature Brian Brunhofer AeOeae Mywvo President, Taylor Morrison of Florida, Inc. PripQ Name S i nature l STATE OF FLORIDA QC.csG /J^G%Z• a—- COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this day of* f 2017, joy Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally kMgWD to me` M A. p / . 40J 129, 6-* Notary Publiate FI ogr' a t Print Name:Kwi p . YFF 022420 : Q My C mjis sion Expires:oeq yy :• •: Q NiVC RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot85ThombrookeManchesterAGLW Builder Name: TcAYLORpMORRISON Street: jjl jr pG rovC / Permit ONice: City, State, Zip: FL v Permit Number: 7 - 1 8 nSANFORD85Owner: Jurisdiction: 6 500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 fl' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 fl' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 fl' 4. Number of Bedrooms 4 d. N/A R= fl' 5. Is this a worst case? No 10. Ceiling Types (1277.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1277.00 fl= 6. Conditioned floor area above grade (ft') 2138 b. N/A R= ft' Conditioned floor area below grade (W) 0 c. N/A R= ft' 11. Ducts R fl' 7. Windows(336.2 sgfl.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor: Dbl, U=0.34 272.23 fl' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 fl' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 43.5 SEER:15.50 c U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 43.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1277.0 sgfl.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 fl' b. Conservation features b. Raised Floor R=19.0 78.00 fl' None c other (see details) R= 42.00 fl' 15. Credits Pstat Glass/Floor Area: 0.157 Total Proposed Modified Loads: 66.09 PASSTotalBaselineLoads: 68.78 1 hereby certify that the plans and specifications covered by Review of the plans and F HE ST,gT this calculation are in compliance with the Florida Energy specifications covered by this v _ FOB, Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed a DATE: 2/-1.5/-1.7 this building will be inspected for c7 V y compliance with Section 553.908 I hereby certify that this building, is in compliance Florida Statutes. CepwiththeFloridaEnergyCode. WE f4v asAdesi,ed, OWNER/AGENT: BUILDING OFFICIAL: DATE: LALS-0_ DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot85ThombrookeManchester Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area. 2138 Lot # Owner: 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 IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97 5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2138 19669.6 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main -»- 78 ft' 19 0 0 1 2 Floor over Garage Main ---- 42 ft' 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft° 0.18 0 0.82 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1428 ft° 320 ft° Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1277 ft' N N 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1277 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below OmtTo Wall Type Spate R_Value-Ft-In-Ft-In Area-R_Value-Fraction-Absor._Grade%_ 1 N Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 06 0 4 E Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 fl' 0 0 0.6 0 5 S Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft' 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul Main 41 5 8 9 4 52.9 ft' 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft' 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value WidthWidthArea Ft In Ft 1 SW Wood Main None 25 3 1 8 24.7 fl' 2 Wood Main None 25 2 10 6 8 18.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 1 ft 0 in None None 2 n 2 Vinyl Low-E Double Yes 0.34 031 38.9 ft' 1 ft 0 in 11 ft 8 in None None 3 e 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in None None 4 e 3 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in None None 5 e 4 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in None None 6 e 4 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft' 1 ft 0 in 11 ft 8 in None None 7 s 5 Vinyl Low-E Double Yes 0.34 031 6.0 ft' 1 ft 0 in 1 ft 0 in None None 8 s 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in None None 9 s 6 Vinyl Low-E Double Yes 0.34 0.31 9.1 ft' 1 ft 0 in 11 ft 8 in None None 10 W 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft' 384 It' 64 It 8 ft 1 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1639.1 89.99 169.23 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF.9 43.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15.543.5 kBtu/hr cfm 075 1 sys#1 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 ft' DUCTS Supply - - V # Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 427.6 ft Main 106.9 fl Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat. Y Coolingjj ]] Jan [[ ]] Feb [j ] Mar Heatin[X] Jan [X] Feb [X} Mar Vent in [) Jan [) Feb 14 Mar Ceiling Fans: j ] r [ ] may [X] Jun [X] Jul [X] AugX] Se Oct Nov Apr [ ] May [ ] Jun [ ]Jul [ ] Au[ ] Sep Oct Nov XJ r [) May [) Jun [) Jul [) Aug [) Se Oct Nov Dec Dec Dec 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 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 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Raised Floor c. other (see details) FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13 0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft' 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30 0 1277.00 ft' 2138 b. N/A R= ft' Area c. N/A R= ft' 272 23 ft' 11. Ducts R ft' a. Sup- Attic, Ret: Main, AH: Main 6 427.6 64.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 43 5 SEER:15.50 ft' 1.000 ft. 0.312 Insulation Area R=0.0 1157.00 ft' R=19.0 78.00 ft' R= 42.00 ft' 13. Heating systems a. Electric Heat Pump 14. Hot water systems a Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: (p-6 -1 % 1 Address of New Home: A16s P-8r'Q L City/FL Zip: 4-14 kBtu/hr Efficiency 43.5 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat O gHB Sr NO n4t os .. c= J, Oi n0O 0 tr W' E Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/ 15/2017 12,37 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 4DEL-AIR Manual S Compliance Report mmo • M tx1111rn01010 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 For: TAYLOR MORRISON Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 32914 Btuh Latent gain: 5114 Btuh Total gain: 38028 Btuh Estimated airflow: 1450 cfm Job: LolOSThombrookeManc... Date: 6/4/2014 By: FJF Entering coil DB: 77.0°F Entering coil WB: 63.4°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 33612 Btuh 1020/6 of load Latent capacity: 5970 Btuh 1170/6 of load Total capacity: 39582 Btuh 1040/6 of load SHR: 850/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 28367 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-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39279 Btuh 1380/6 of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 960/6 of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Feb-1512:40:38 Z. 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A...ncheslerAGLW%Lot85ThornbrookeManchesterAGLW.nrp Cale - MJ8 House laces: W DEL -AIR Component ConstructionsP Nfatas-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: Lo185ThombrookeManc... Date: 6/4/2014 By: FJF Project• For: TAYLOR MORRISON Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, 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 (OF) 42 93 Infiltration: Daily range (OF) 17 ( M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16' o.c. stud Or Area U-value Insul R Htg HTM Loss CIg HTM Gain kT BWh41'--•F M-•F/BNh BtuhAt' Btuh Btuh/Ip Btuh n 374 0.091 13.0 2.58 962 2.34 875 e 200 0.091 13.0 2.58 515 2.34 469 s 398 0.091 13.0 2.58 1024 2.34 931 w 240 0,091 13.0 2.58 618 2.34 562 all 1211 0.091 13.0 2.58 3119 2.34 2838 n 330 0.201 0 5.69 1875 4.35 1435 e 158 0.201 0 5.69 897 4.35 686 s 341 0.201 0 5.69 1938 4.35 1483 sw 28 0,201 0 5.69 160 4.35 122 w 47 0.201 0 5.69 265 4.35 203 all 903 0.201 0 5.69 5136 4.35 3929 212 0.091 13.0 2.58 546 1.44 306 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1 ft e sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.3 ft window ht, e 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" e gap, 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (8 ft window ht, 11.67 It sep.); 6.67 It head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 It head ht 45 0.340 0 9.62 433 12.4 560 30 0.340 0 9.62 289 35.7 1072 40 0.340 0 9.62 385 35.7 1429 15 0.340 0 9.62 144 12.6 189 30 0,340 0 9.62 289 35.7 1072 160 0.340 0 9.62 1540 27.0 4322 39 0.340 0 9.62 . 374 12.4 483 58 0.340 0 9.62 561 35.7 2082 97 0.340 0 9.62 935 26.4 2565 64 0.580 0 16.4 1050 40.9 2617 6 0.340 0 wrightsoft' Right Suite® Universal 2017 17.0.16 RSU24011 Z&..nchesterAGLW%LOIBSThornbrookeManchesterAGLW rup Calc = MJ8 House laces: W 9.62 58 12.4 75 2017-Feb-15 12 40 38 Page 1 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, cir innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (4.2 ft window ht, 11.67 If sep.); 6.67 If head ht Doors 9 0.340 0 9.62 88 13.9 127 11 DO: Door, wd sc type sw 25 0.390 0 n 19 0.390 0 all 44 0.390 0 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1277 0.032 30.0 gypsum board int insh Floors 20P-191: Fir floor, irm fir, 12" thkns, r-19 cav ins, amb ovr 78 0.050 19.0 20P-191: Fir floor, irm fir, 12" thkns, r-19 cav ins, gar ovr 42 0.050 19.0 22A-ipl: Bg floor, light dry soil, on grade depth 118 0,989 0 i4C* wrightSOW Right-Suile® Universal 2017 17.0.16 RSU24011 nchesterAGLW\Lot85ThornbrookeMancheslerAGLW.rup Calc - MJ8 House faces: W 11.0 272 12.0 296 11.0 208 12.0 227 11.0 481 12.0 522 0.91 1156 1.42 1808 1.41 110 0.71 55 1.41 59 0.71 30 28.0 3291 0 0 2017-Feb-15 12.40:38 Page 2 Project Summary Job: Lot65ThombrookeNlanc' DELAIR ... Date: 6/4/2014 Hun= - 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 Notes: RVSD 6/6116 JA LS 2115/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 22292 Btuh Ducts 6075 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 28367 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (W) 21A 2138 Volume (ft3) 22293 22293 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 152 78 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-042-230-19 AH R I ref 7045034 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 31 OF Backup: 9 HSPF 43500 Btuh @ 47°F 27 0 1450 cfm 0.051 cfm/Btuh 0.30 in H2O Input = 8 kW, Output = 27292 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 24479 Btuh Ducts 8435 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment- sensible load 32914 Btuh Latent Cooling Equipment Load Sizing Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 5114 Btuh Equipment total load 38028 Btuh Req. total capacity at 0.75 SHR 3.7 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-042-230-19 Coil CBX27UH-042-230'++TDR AH R I ref 7045034 Efficiency 13.0 EER, 15.5 SEER Sensible cooling 32625 Btuh Latent cooling 10875 Btuh Total cooling 43500 Btuh Actual air flow 1450 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wr% htsoffC 2017•Feb-1512,40.38 A4M9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 nchesterAGLW\Lot85ThornbrookeManchesterAGLW.rup Calc = MJ8 House faces: W DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIQ NIN9531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot85ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name Entire House family rrtl 2 Exposed wall 270.6 It 32.0 It 3 Room height 9.2 1t 93 it heat/cool 4 5 Room dimensions Room area 2434.5 ft2 15.0 x 17.0 it 255.0 ft2 Ty Construction U-value Or HTM Area (02) Load Area (fl2) Load number B1uWft2-'F) Bluh/fl2) 1 or perimeter (It) Stuh) or perimeter (it) Bluh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 W 12C-Osw 0.091 n 2.58 2.34 419 374 962 875 0 0 0 0 I-C y/ 2A•2Dv 13A-2ocs 0.340 0.201 n n 9.62 5.69 12.44 4.35 45 369 0 330 433 1875 560 1435 0 159 0 159 0 902 0 69D 11 I-G VII 2A-2Dv 12C-Osw 0.340 0.091 n a 9.62 2.58 12.44 Z34 39 270 0 200 374 515 483 469 0 0 0 0 0 0 0 0 2A•2Dv 0.340 a 9.62 35.73 30 0 289 1072 0 0 0 0 2B-21v 0.340 a 9.62 35.73 40 0 385 1429 0 0 0 0 y/ 13A-2ocs 0.201 a 5.69 4.35 280 158 897 686 140 76 432 331 2A-2Dv 0.340 a 9.62 35.73 58 0 561 2082 0 0 0 0 2A-2ovd 0.580 a 16.41 40.89 64 0 1050 2617 64 0 1050 2617 12C-Osw 0.091 5 2.58 2.34 419 398 1024 931 0 0 0 0 2A•2ov 2A-2ov 0.340 0.340 s s 9.62 9.62 12.44 12.61 6 15 12 26 58 144 75 189 0 0 0 0 0 0 0 0 Vy Y_C 13A-2ocs 0201. s 5.69 4.35 350 341 1938 1483 0 0 0 0 2A•2ov 0.340 s 9.62 13 92 9 0 88 127 0 0 0 0 Vy D t3A-2ocs 11DO 12C-Osw 0.201 0.39D 0.091 sw sw w 5.69 11.04 2.58 4.35 11.99 2.34 53 25 270 28 25 240 160 272 618 122 296 562 0 0 0 0 0 0 0 0 0 0 0 0yl T_C 2A-2w 13A-2ocs 12C-Osw 0.340 0.201 0.091 w w 9.62 5.69 2.58 35.73 4.35 144 30 47 231 0 47 212 289 265 546 1072 203 306 0 0 0 0 0 0 0 0 0 0 0 0 W P LD 11DO 16CR-30ad 0.390 0.032 n 11.04 0.91 11.99 1.42 19 1277 19 1277 208 1156 227 1808 0 0 0 0 0 0 0 0C F 2OP-191 0.050 1,41 071 78 78 110 55 0 0 0 0 F 2OP-191 0.050 1.41 0.71 42 42 59 30 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1158 118 3291 0 255 32 896 0 6 c) AED excursion 0 12 E nvelope loss/gain 17566 19192 3280 3625 12 a) Infiltration 4726 1497 570 181 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 1 2410 1 1 0 Subtotal (lines 6 to 13) 22292 24479 3851 4726 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22292 24479 3851 4726 15 Duct loads 1 27% 340/6 6075 8435 20'/e ZO 0 770 945 Total room bad I 28W 32914 4621 71 Air required (cim) 1 1 1450 1450 1 236 250 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t=. _FP_ Wrightsaft' 2017-Feb-1512:40:38 K Right-SuileO Universal 2017 17.0,16 RSU24011 Page 1 nchesterAGLW\Lol85ThombrooksMancheslerAGLW.rup Calc = MJ8 House faces: W 1' .DEL -AIR ur rtaroto Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 9NDITII%NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotBSThombrookeManchesl... Date: 6/4/2014 By: FJF 1 Room name msir rrn mstr bth 2 Exposed wall 29.0 If 11.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 15.0 x 14.0 It 210.0 ft2 1.0 x 91.0 It 91.0 02 Ty Construction U•value Or HTM Area (it2) Load Area (IV) Load number BluIVl12-OF) B1ulU112) or perimeter (ft) Btuh) I or perimeter (ft) Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 V1l C 12C•0sw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 6 Vll 2A-2ov 12C-Osw 0,340 0.091 n a 9.62 2.58 12.44 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0Imo_((? 2B-21v • 0,340 a 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 140 82 465 355 0 0 0 0 2A-2ov 0.340 a 9.62 35.73 58 0 561 2082 0 0 0 0 2A-2ovd 0.580 a 16.41 40.89 0 0 0 0 0 0 0 0 yl 12C-Osw 2A-2Dv 2A-2ov 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 12.44 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Imo- CC Vy 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 131 0 131 0 743 0 568 0 107 0 107 0 610 0 467 06 Vy 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 IIDO 12C- Osw 0. 390 0. 091 sw w 11. 04 2. 58 11. 99 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LO yl L- G 2A-2w 13A- 2ocs 12C- Osw 0 340 0. 201 0. 091 w w 9. 62 5. 69 2. 58 35. 73 4. 35 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W P Lp 11 DO 0.39D n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 210 29 812 0 91 12 322 0 6 c) AED excursion 83 28 Envelope loss/gain 2580 3089 932 439 12 a) Inliftration 517 164 205 65 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 1 230 0 0 Appliances/ olher 600 1 0 Subtdal ( lines 6 to 13) 3097 4082 1137 504 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3097 4082 1137 504 15 Duct bads 1 20%1 20'/6 619 816 2D% 20'/6 227 101 Total room bad 3716 4899 1365 605 Air required (cfm) 19D 216 70 27 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. c wrightsofV 2017-Fea1512:40:38 l>. Right - Suite® Universal 2017 17.0.16 RSU24011 Page 2 nchesterAGLW\ Lot85ThornbrookeManchesierAGLW.rup Calc - MJ8 House faces, W QEL-AIR repro • ai c rtotoo Right-M Worksheet Entire House DEL -AIR HEATING & AIR C9NDITI( NINC 531 CODISCO WAY, SANFORD, FL 32771 hone, 407.3 2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LoWThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name utility pwdr 2 Exposed wall 6.0 it 105 it 3 Room height 9.3 it heat/cool 9.3 it heal/Cool 4 5 Room dimensions Room area 6.0 x 6.0 11 36.0 02 6.0 x 5.5 It 33.0 f12 Ty Construction number U-value BtulVftz•F) Or HTM Btuh/IV) Area (fl) or perimeter (fl) Load Bluh) Area (ft2) or perimeter (it) Load Stuh) Heat Cod Gross N/P/S Heat Cod Grass N/P/S Heat Cod 6 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 5.69 2.34 12.44 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yLG 11 V l12C. Osw 2A-2ov 0.340 0.091 n a 9.62 2.58 12.44 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2B-21v 13A-2ocs 0.340 0.340 0.201 a a e 9.62 9.62 569 35.73 35.73 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-2ovd 0.340 0.580 a a 9.62 16.41 35.73 40.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 2A-2ov 2A-2Dv 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 12.44 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--G LLi Vy 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 56 0 56 0 318 0 244 0 51 9 42 0 240 88 184 1276 V I D 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 11D0 12C-0sw 0.390 0.091 sw w 11.04 2.58 11.99 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vy I_a W P 2A-2ov 13A-2ocs 12C-Osw 0.340 0.201 0.091 w w 9.62 5.69 2.58 35.73 4.35 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 47 0 0 47 0 0 265 0 0 203 0 11 DO 0.390 n 11.04 1199 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 27.99 0.00 36 6 168 0 33 11 294 0 6 c) AED excursion 46 10 Envelope loss/gain 486 197 887 503 12 a) Infiltration 107 34 187 59 b) Room ventilation 0 0 0 0 13 1ntemal gains. Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 593 831 1074 562 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 593 831 1074 562 Duct loads 1 205/e 20'/6 119 166 20'/6 20% 215 112 r Total room bad 712 997 1289 675 Air required (cfm) 36 44 66 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A, -Ofd- wrighttsoft- 2017-Feb-1512:40:38 P. Right -Suite® Universal 2017 17 0 16 RSU24011 Page 3 nchesterAGLW\Lot85ThornbrookeManchesterAGLW.rup Calc - MJ8 House faces: W DEL -AIR rawa • ui mornraro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 9h14DITIQ NIN9531CODISCOWAY, SANFORD, FL32771 one:407-3 -2665 ax:407-333-3953 Web: WWW.DEL-AIR.COM Job- LotWhombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name mslr we mstr wic 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heat/cool 9.3 1t heat/cool 4 Room dimensions 3.5 x 6.5 It 5.5 x 10.0 It 5 Room area 22.8 Its 55.0 It2 Ty Construction U-value Or HTM Area (It) Load Area (f12) Load number Btuh/Itz•F) 81uh/ft2) or perimeter (It) Bluh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 VII G 12C-0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 yl C 13A-2ocs 0.201 n 569 4.35 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 V 11 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A-2Dv 0,340 a 9.62 35.73 0 0 0 0 0 0 0 0 L-CGi 2B•21v 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 16.41 40.89 0 0 0 0 0 0 0 0 VN 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0I-feria 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 Vy D 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 0.091 sw w 11.04 2.58 11.99 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VLG12C-0sw 2A-20v 0 340 w 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 P LD 12C•Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0 032 0.91 1,42 0 0 0 0 0 0 0 0 F 2OP-19t 0 050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 23 0 0 0 55 0 0 0 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1 5 Subtotal (lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct bads 1 205/e 1 205/0 1 0 1 205/4 20"/e 0 1 Total room bad 0 6 0 6 Air required (clm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrfghtsoft' 2017-Feb-1512,40:38 A Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 4 nchesierAGLW\Lol85ThombrookeManchesterAGLW.rup Calc - MJ8 House laces: W DEL --AIR ren o • ui emnmo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR F11 PNDITIONINC 531 CODISCO WAY, SANFORD, FL 327 hone: 407.3 -2665 ax 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot85ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name dining rm kitchen 2 Exposed wall 10.0 It 18.6 It 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 15.0 x 10.0 It 150.0 ft2 1.0 x 305.0 It 305.0 ft2 Ty construction U-value Or HTM Area (fl2) Load Area (112) Load number BtuWI12-IF) BIu1Ufl2 or perimeter (It) Bluh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 Vy 12C-Osw 0.091 n 2,58 2.34 0 0 0 0 0 0 0 0 fa 2A•2Dv 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 Y-G 13A-2ocs 0.201 n 5.69 4.35 93 54 310 237 117 117 663 508 2A•2Dv 0.340 n 9.62 12.44 39 0 374 483 0 0 0 0 Vy11 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 I G 2B-21v 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 16.41 40.89 0 0 0 0 0 0 0 0 Vy I-( C 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 T-G 13A•2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 yl D 13A•2ocs 0.201 sw 5.69 4.35 0 0 0 0 53 28 160 122 11DO 0.390 sw 11,04 11.99 0 0 0 0 25 25 272 296 yl 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 13A•2ors 12C-Osw 0.340 0.201 0.091 w w 9.62 5.69 2.58 35.73 4.35 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 231 0 0 212 0 0 546 0 0 306 G W P 11D0 16CR-30ad 0.390 0.032 n 11,04 0.91• 11.99 1.42 0 0 0 0 0 0 0 0 19 0 19 0 208 0 227 0C F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 150 10 280 0 305 19 520 0 6 c) AED excursion 53 147 Envelope loss/gain 963 667 2396 1331 12 a) Infiltration 178 56 332 105 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 1142 954 2729 2637 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1142 954 2729 2637 1r5 Duct loads 1 201/6 202/e 228 191 20% 20% 546 527 Total room load 1370 1144 w 1 3274 3164 Air required (cfm) 70 11 167 139 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrightsoft' 2017-Feb-1512:40.38 P. Right-Suile® Universal 2017 17 0.16 RSU24011 Page 5 nchesterAGLW%Lot85ThornbrookeManchesterAGLW.rup Calc - MJ8 House laces: W DEL -AIR ar arm® Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 799NDITIQ NIN9531CODISCOWAY, SANFORD, FL 327hone: 407-3 -2665 ax: 407.333-3853 Web WWW DEL -AIR COM Job: Lot85ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name open to below rm 2 2 Exposed wall 32.0 it 26.0 It 3 Room height 9.0 1t heat/cool 9.0 It heal/cool 4 5 Room dimensions Room area 15. 0 x 17.0 It 255. 0 It= 15. 0 x 11.0 It 165. 0 II= Ty Construction U•value Or HTM Area (02) Load Area (ft2) Load number Btuh/ftZoF) BlulV42) or perimeter (11) Btuh) or perimeter (It) Btuh) Heal cool Gross N/P/S Heat Cool Gross WP/S Heat Cool 6 yl 12C-0sw 0,091 n 2.58 2.34 153 153 394 359 0 0 0 0 fi 2A-20V 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 G 2A•2w 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 V 12C-0sw 0.091 e 2 58 2.34 135 95 245 223 135 105 270 246 L- - G 2A•2ov 2B- 21v 0. 340 0. 340 a a 9. 62 9. 62 35. 73 35. 73 0 40 0 0 0 385 0 1429 30 0 0 0 289 0 1072 0 13A• 2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 2A• 2ovd 0 580 a 16.41 40.89 0 0 0 0 0 0 0 0 y! tl--- GG 1210- 0sw 2A• 2ov 2A- 2ov 0. 091 0. 340 0. 340 s s s 2. 58 9. 62 9. 62 2. 34 12. 44 12. 61 0 0 0 0 0 0 0 0 0 0 0 0 99 0 0 99 0 0 255 0 0 232 0 0 Vy 13A•2ocs 0.201 S 5.69 4.35 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 13A• 2ocs 11 DO 0201. 0. 390 sw sw 5. 69 11. 04 4. 35 11. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl ILi 12C- 0sw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A• 2av 13A• 2ocs 0. 340 0. 201 w w 9. 62 5. 69 35. 73 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WP L- D 12C- Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 c 16CR-30ad 0.032 0.91 1.42 255 255 231 361 165 165 149 234 F 2OP•191 0.050 141 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-ipl 0.9m 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 67 50 Envelope loss/gain 1254 2439 963 1833 12 a) Infiltration 5W 174 447 142 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) 1804 2613 1410 1975 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1804 2613 1410 1975 Duct loads 1390/0 55% 1 697 1432 39/6 559/6 545 1082 r Total room bad 2502 4045 1%5 3057 Air required (clm) 128 1781 100 135 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. c - Fk wrightsoTt- 2017-Feb-1512.40:38 rA Right•SuiteO Universal 2017 17.0.16 RSU24011 Page 6 IchesterAGLW\ LoISSThombrookeManchesterAGLW.rup Catc = MJ8 House faces: W QEL-AIR nr o • M w>ororo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`1'Phone 40 -3T33.26665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: LotWhonnbrookeManchesl... Date: 6/4/2014 By: FJF 1 Room name bth 2 bah 3 2 Exposed wall 8.0 It 12.0 It 3 Room height 9.0 It heal/cool 9.0 It heat/cool 4 5 Room dimensions Room area 6.0 x 8.0 It 48.0 02 6.0 x 12.0 It 72.0 It= Ty Construction U•value Or HTM Area (42) Load Area (II2) Load number BtuWIIZoF) 81uh/112) or perimeter (II) Btuh) or perimeter (11) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W C 12C-Osw 0'091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 13A•2ocs 0.340 0.201 n n 9.62 5.69 12.44 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vy I O 11 2A-2ov 12C-Osw 0.340 0.091 n a 9.62 2.58 12,44 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 1~_((; 2B-21v 13A-2ocs 0.340 0.201 a a 9.62 5.69 35.73 4,35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-2avd 0.340 0.580 a a 9.62 16.41 35.73 40.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I C 12C-Osw 2A-2Dv 0.091 0.340 s s 2.58 9.62 2.34 12.44 72 6 66 6 170 58 155 75 108 0 108 0 278 0 253 0 2A-2Dv 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 W 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06 V/ 13A-2ocs 0.201 sw 5.69 4 35 0 0 0 0 0 0 0 0 11 DO 12C-Osw 0.390 0.091 sw w 11.04 2.58 11.99 234 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ G 2A-2Dv 13A-2ocs 12C-Osw 0.340 0.201 0.091 w w 9.62 5.69 2.58 35.73 4.35 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W P LD 1100 16CR-30ad 0.390 0.032 n 11.04 0.91 11.99 1.42 0 48 0 48 0 43 0 68 0 72 0 72 0 65 0 102C F 20P•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 23P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 18 22 Envelope losstgain 271 279 343 333 12 a) Infiltration 137 44 206 65 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 409 323 550 398 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 409 323 550 398 15 Duct bads 39/6 55% 158 177 39% W/o 212 218 Total room bad 567 510 762 616 6Air required (ctm) 29 22 1 39 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Feb-1512:40:38 4M Right -Suite® Universal 2017 17 0.16 RSU24011 Page 7 ncheslerAGLW% Lol85ThombrOokeMancheslerAGLW.rup Calc - M.18 House laces W DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32C ND4T -3 2 665 qax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot85ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name rm 4 nn 3 wic 2 Exposed wall 33.0 It 4.0 It 3 Room height 9.0 11 heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 1.0 x 161.8 It 161.8 112 4.0 x 5.0 1t 20.0 f12 Ty Construction U-value Or HTM Area 0I9 Load Area (flx) Load number StutVft;•F) BlufVfl2) or perimeter (ft) Btuh) or perimeter (fl) Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W G 12C-Osw 2A-2ov 0.091 0.340 n n 2.58 9.62 2.34 12.44 63 0 63 0 162 0 148 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 Vjl 2A-2ov 12C-Osw 0.340 0.091 n a 9.62 2.58 12.44 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2ov 2B-21v 0.340 0.340 a a 9.62 9.62 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 1641 40.89 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 108 93 240 218 0 0 0 0 2A•2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0fC2A-2ov 0.340 s 9.62 12.61 15 13 144 189 0 0 0 0 Vy 13A-2ocs 0.201 5 5.69 4.35 0 0 0 0 0 0 0 0 Y-C 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 12C-Osw 0.390 0.091 sw w 11.04 2.58 11.99 2.34 0 126 0 111 0 286 0 260 0 36 0 36 0 93 0 84yl I--6 2A•2ov 13A•2ocs 0,340 0.201 w w 9.62 5.69 35.73 4.35 15 0 0 0 144 0 536 0 0 0 0 0 0 0 0 0W P L-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR•30ad 0.032 0.91 1.42 162 162 146 229 20 20 18 28 F 2OP-19t 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 20P-191 0.050 1.41 0.71 29 29 41 21 9 9 13 7 F 22A-Ipl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 88 7 Envelope loss/gain 1274 1743 124 112 12 a) Infiltration 567 180 69 22 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) 1841 1923 192 134 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbution 0 0 0 0 14 Subtotal 1841 1923 192 134 15 Duct bads39% 55% 711 1054 391/6 559/6 74 73 Total room bad 2552 2977 267 207 Air required (cfm) 130 131 14 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rk wrightsoft' 2017-Feb-1512:40:38 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 nchosterAGLWNLol85ThombrookeManchesterAGLW.rup Calc - MJ8 House faces: W DwroEL-AIR ew eornrrrmora Right-J® Worksheet Entire House DEL -AIR HEATING & AIR ho ne. 531 CODISCO WAY, SANFORD, FL 3277t hone. 407.3 -2665Fax- 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot65ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name nn 3 loft 2 Exposed wall 24.0 11 105 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 12.0 x 12.0 It 144 0 f12 15.0 x 10.5 It 157.5 It= Ty Construction U-value Or HTM Area (It2) Load Area (I12) Load Bluh/IIZ°F) Btuh/It2) or perimeter (It) Bluh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vy 12C-0sw 0.091 n 2.58 2.34 108 93 240 218 95 65 166 151 C yl 2A-2ov 13A-2ocs 0.340 0.201 n n 9 62 569 12.44 4.35 15 0 0 0 144 0 187 0 30 0 0 0 289 0 373 0 11 Ili 2A-2ov 12C-0sw 0.340 0.091 n e 9.62 258 12.44 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vy 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 2B-21v 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 2A-2ovd 0.340 0.580 e a 962 16.41 35.73 40.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V/ 120-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 F C 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 962 12.61 0 0 0 0 0 0 0 0 yl- LG 13A- 2ocs 2A- 2ov 0. 201 0. 340 s s 5. 69 9. 62 4. 35 13. 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 12C- 0sw 0. 390 0. 091 sw w 11. 04 2. 58 11. 99 2. 34 0 108 0 93 0 240 0 218 0 0 0 0 0 0 0 0 0 V G 2A-2Dv 0 340 w 9.62 35.73 15 0 144 536 0 0 0 0 W P 13A- 2ocs 12C- 0sw 0. 201 0. 091 w 5.69 2. 58 4. 35 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IIDO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR- 30ad 0.032 0.91 1.42 144 144 130 204 158 158 143 223 F 20P- 191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P- 191 0.050 1.41 0.71 3 3 4 2 0 0 0 0 F 22A- Ipi 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 123 42 Envelope loss/ gain 902 1488 597 705 12 a) Infiltration 412 131 180 57 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 0 Subtotal (lines 6 to 13) 1315 1618 778 762 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1315 1618 778 762 Duct loads 1 39o/a 55ok 508 887 39/6 55% 301 418 r Total mom load 1823 2505 1078 1180 Air required ( clm) 93 110 1 1 55 52 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrlghtsofV 2017-Feb-1512:40:38 rA Right - Suite® Universal 2017 17.0.16 RSU24011 Page 9 nchesterAGLW\Lot85ThornbrookeManchesterAGLW. rup Calc - MJ8 House laces: W 1 DEL -AIR ramro • a oamttl ro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CgNDITIQ NNC 531 CODISCO WAY, SANFORD, FL 32771 hone 407-3 - 65 ax: 407-333.3853 Web WWW DEL-AIR.COM Job: Lot85ThombrookeManchest... Date: 6/4/2014 By: FJF 1 Room name stairs 2 Exposed wall 3.5 11 3 Room height 9.0 It heal/cool 4 Room dimensions 1.0 x 253.5 it 5 Room area 253.5 ft2 Ty Construction number U-value Stuh/fIL-F) Or HTM BIuIV112) Area (fig or perimeter (ft) Load Btuh) Area or perimeter Load Heat Cod Gross N/P/S Heal Cool Grass N/P/S Heal Cod 6 Vy 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 C 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 V 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 I 2A•2ov 0.340 0.091 n a 9.62 2.58 12.44 2.34 0 0 0 0 0 0 0 0V i12C- Osw 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 2B•21v 0.340 0.201 a a 9.62 5.69 35.73 4.35 0 0 0 0 0 0 0 0VLS13A-2ocs 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 2A•2ovd 0.580 a 16.41 40.89 0 0 0 0 y/ 12C-Osw 2A•2w 2A•2ov 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 12.44 12.61 32 0 0 32 0 0 81 0 0 74 0 0 H-1fa Vy 13A-2ocs 0201. s 5.69 435 0 0 0 0 Y-C 2A-2w 0.340 s 9.62 13.92 0 0 0 0 Vy D 13A- tors 0.201 sw 5.69 4.35 0 0 0 0 11 DO 12C- Osw 0. 390 0. 091 sw w 11. 04 2. 58 11. 99 2. 34 0 0Y_ G0 0 0 0 0 0 2A- 2ov 13A- 2ocs 12C- Osw 0. 340 0. 201 0. 091 w w 9 62 5. 69 2. 58 35. 73 4. 35 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 W P LD 11D0 0.390 n 11.04 11.99 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 254 254 230 359 F 2OP-191 0.050 1.41 0.71 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 24 Envelope loss/gain 311 409 12 a) Irddlration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Apphances/ other 0 Subtotal ( lines 6 to 13) 371 428 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 371 428 15 Ducl loads 1 39% 1 559/6 1 143 235 Total room load I I 514 663 Air required (cfm) 26 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrlghtsc ft- 2017-Feb-1512:40:38 Right- SuileO Universal 2017 17.0.16 RSU24011 Page 10 ncheslerAGLW\ Lot85ThornbrookeMancheslerAGLW.rup Calc = MJ8 House faces: W DEL -AIR duct System Summary Job: Lot85ThombrookeManc.. Date: 6/4/2014 1 IAMM • °" COMOnUMM 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 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.147 in/100ft 1450 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.147 in/1001t 1450 cfm 163 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 h 567 29 22 0.308 4.0 Ox 0 VIFx 8.0 70.0 b1h 3 h 762 39 27 0.293 4.0 Ox 0 VIFx 12.0 70.0 dining rm h 1370 70 50 0.180 6.0 Ox 0 VIFx 41.3 92.0 st2 family rm c 5671 236 250 0.165 8.0 Ox 0 VIFx 53.7 92.0 st2 kitchen h 3274 167 139 0.190 8.0 Ox 0 VIFx 34.6 92.0 st2 toll h 1078 55 52 0.239 6.0 Ox 0 VIFx 15.5 85.0 st1 mslr b1h h 1365 70 27 0.155 5.0 Ox 0 VIFx 48.0 107.0 st3 mstr rm c 4899 190 216 0.147 9.0 Ox 0 VIFx 55.9 107.0 st3 mstr we c 6 0 0 0.152 4.0 Ox 0 VIFx 50.5 107.0 st3 msir wic c 6 0 0 0.156 4.0 Ox 0 VIFx 46.4 107.0 st3 open to below c 4045 128 178 0.217 8.0 Ox 0 VIFx 25.5 85.0 st1 Pwdr h 1289 66 30 0.182 5.0 Ox 0 VIFx 39.6 92.0 st2 rm 2 c 3057 100 135 0.282 7.0 Ox 0 VIFx 15.0 70.0 rm 3 c 2505 93 110 0,212 6.0 Ox 0 VIFx 28.0 85.0 st1 rm 3 wic h 267 14 9 0.216 4.0 Ox 0 VIFx 26.1 85.0 st1 rm 4 c 2977 130 131 0.264 7.0 Ox 0 VIFx 20.8 70.0 stairs c 663 26 29 0.309 6.0 Ox 0 VIFx 7.6 70.0 utility c 997 36 44 0.181 4.0 Ox 0 VIFx 40.3 92.0 st2 C wri htsoft• 2017•Feb-15 12 40 39 t+_ 9 Righl.Suite® Universal 2017 17.0.16 RSU24011 Page 1 Z+A . IchesterAGLW%Lol85ThombrookeManchesterAGLW.rup Calc - MJ8 House laces: W Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 290 350 0.212 641 10.0 0 x 0 VinlFlx st3 Peak AVF 260 243 0.147 476 10.0 0 x 0 VinIFIX st2 st2 Peak AVF 836 756 0.147 598 16.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL 00 Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mail Trunk rbi Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx C wri htsofC 2017-Feb-1512:40:39 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 2 MCA...ncheslerAGLW\Lot85ThombrookeMancheslerAGLW.rup Calc - MJ8 House laces: W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot85ThombrookeManchesterAGLW Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist D 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, a -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 (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) O 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 v5.1 2/15/2017 12:36:27 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot85ThombrookeManchesterAGLW Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cult. Envelope Leakage Test Results Regression Data: C R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1 Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: tiff STq lt WE'&o 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 ctm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O 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. O R403.2.2 Sealing (Mandatory)Wll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct lightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Pagel of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 Y: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/15/2017 12:37 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1 1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.6 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/15/2017 12:37 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 aa a IN I \ 1 I111 1I1I1I 1------------ a 6; P e F V 7n P P y N ;yQ uG P fi 4 Fl 2 O A Z3OO f1AT7 a? ry by AIVX 0wr rU 3AD 6• D3f78erZy r r vZ a a: NOTES I WINDOW HEIa ' a j A v - V ; _Tw z 8s eg 4 x ' 4^I: R33f y n d < N e: _: g BUILDER: PLAN : LOT SUBDIVISION TAYL R M RRIS N MANCHESTER L T 85 TH RNBR KE REVISIONS Del Air HcaUN, AirCondibonlrq & &rigeraLion.lnc. 109 Commerce Street ite 1101 bake Mary FI. 52746-6206 Ph":40-8N-2665 Fax: 40-333-3895 DATE BY 6/6/16 JA 2/15/17 JA DATE: DRAWN BY: 6/ 4 /2014 FJF R Lav a. TAYLOR MORRISON HOUSE TYPE: MANCHESTER THORNBROOKE S.F. LOT 85 1ST FLOOR A14 co vcpoz w a I&V LaJ 0.sf B 9 v Ali v r !{; 1. m A LfL,V TAYLOR MORRISON HOUSE TYPE: MANCHESTER THORNBROOKE S.F. LOT 85 2ND FLOOR 5 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR aa-tk a f DESCRIPTION AS FURNISHED: Lot 85, THORNBROOKE PHASE.4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 'bp 1-I- 1lba5 PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Ir - ZONIN. • Lp DATE RECORD COPY Ok to construct Single Family home with setbacks an PLATT BOOK ODKE 79, PAGES 3-7) p Timpervious area shown on plan. OOKPHASE 1 N OO R 14' 55" W 45' to IM 40. 00' I AP31. 80' 34. 80' 34.80' LOT 85 9 0, 7.00' 5, 00, CONC. c AC 30. 0' S. 00' PROPOSED RESIDENCE MODEL: MANCHESTER- o CLASSIC - A ^ koO O 2 CAR GARAGE RIGHT h O O O LOT 84 O c k p LOT 86 Cz 00 a O 00 5. 0' 5. 00' irj hryENTRY'! 8. 7' 5. 00' Oi 5. 00' 21.3' 16 DRIVE 25. 20 — — — 5.20'J— — 110' UT1L. ESMT. 6 tiryry 23.91' 5' CONC. WALK (PC) 3' IFLARES- ON LOT ARFA (:ALCULATIUN : I CURB LOT = 4.800 SO.FI. 8• e•)N 00° 14' 55" W c4 AGE - 451 7 sa.F7. ENTRY - 74 SO. FT. 40.00 LANAI = 2 SO. FT QREEZEWAY= N A SOFT. ROCKY GROVE LANE DRIVEWAY = 403 SO.rT. A/ C PAD 9 50, rT. WALKWAY = 72 SQ.F7. 50' R/W) TRACT I IMPERVIOUS= 45.6 c UTILITY & ACCESS R/W _, 2.lga SO. Ft, GfpQSOD = 2 G34 SOFT. Q OFF LO AREA CAL ULAT101.19 R/ W = 440 SOFT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SO.F1. PER DRAINAGE PLANS BUILDING SETBACKS: 'PLOT PLAN ONLY- SIDEWALK = 200 SO.FT. vim= PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVEY) SOD = 130 SOFT. LOT GRADING TYPE B REAR = 15' PROPOSED INFORMATION SHOWN SIDE - 5.0' AREA = 5,240 S9.F 1. PROPOSEDF.F. PER PLANS = 23.9' BASED ON SUPPLIED PLAN DRIVEWAY 57.5 SO.F7 PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK 272 SO F7. CLIENT NOT FIELD VERIFIED 500 2,764 SOFT. CRUSENME' YETR-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - P • PLAT " • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 F • r1CLD TYP. • TYPICAL NOTES: I. P. • IRON PIPE PRC • POIITT Or REVERS[ CIANATUR[ 1. THE UNDERSIGNED ODES HEREBY CFRIDY THAT THIS SURVEY NESTS THE STANDARDS OF PRACTICE SET FORM BY THE FIORIDA SOLRD Or IRIRONRODPEL •POINT Or rElmDUND CIRIVATURC PR0FESS*H4L SURVEYORS AND MAPPL:RS IN CNAPIER AI-t7 FLORIOA ADMINISTRATIVE CODE PURSUANT ID SECTION 472.027. FLOPJOA STATUES C. SE • 1/2'CONIJTErORWENT NA0. • RADIAL 2. UNLESS EMBOSSED HIM SURVEYOR'S SIGNATURE AND ORMOM RAISED SEAL DO SURVEY MAP OR COPIES ARE NOT VAUD. SET Is. . 1F2' IR /MLB A39i NR. VITARADIAL RCC . RECOVEREDV.P. • VITNCSS POINT J. OR SURVEY WAS PREPARm FIt011 IRIS WFDRAN7fON FI/RNISIRD 1D ME SURVEYOR. 7NOTC WY BE OTHER RE5IMCTIOHS PJML -0.t. • POINT D< COMImt[NCNT RRC • rCR11ANOliDRErWDICL IOlRApJIT 4• NO UNDERGROUND OLPROVE71ENI5 1NP V EEW LOCATEDUN{FSS OTHERWISE SHOWN. IL • NAIL LSD S DSL • WILDINGFINISHED rLOORSCTIA( LINE ION A THIS SURVEY LS PREPARED FOR THE SOLE BENEFIT Or TNOSE CERTUIW M AND SHOULD NOT or RELIED UPON BY ANY OMCR DMrr.. RI RIONT- OI-VAY DM • BENCHMARK b OWENLONS SHOWN FOR THE LOCATION OF WPROVENEMS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESHT. • CASCMENT B.B. • 14C BEARING 7. BEARNCS, ARE OtSED ASSWED DATUM AND ON THE LINE SHOWN AS BASE 6TARMG (B.B) DRAIN Al• DRNAGE 6ELMATIONS, IF SHOWN, ARE BASED ,xY /Nt10NA1. GEODETIC DATUM OF 1D20 UNLESS OTHERWISE NOTED. VTII• UTILITY D. CO"IFICATE OF AUTHORIZATION W 4390. CL & • CHAIN LINK rCNCC VDrr. • VOOD FENCC vc - CONCRETE Or CURVATURESCALE 1- t' - 20'--1 DRAWN Br ••• p P.I. • POINT Or TANGRR:Y GATE ORDER No. DESC. DESCRInoNCERTIFIEDOY: _ - ARC LENGTH PLOT PLAN 02-27-17 653-17 c • TA FORD REVISEDPLOT PLAN 05-31-17 C0. CHMD BEARING NORTH `/L\ THIS BUILDING/ PROPERtt DOES. NOT UE WITHIN - h'F IL THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER •FIRM' X. CRUSE rYER. R.LS. / 4714 ZONE 'X' MAP I 12117C 0055 F. JAMES W. SCOrr. R.LS 1 4801 RECORD COPY i ebclea ese tivic s,ne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) BUILDER TAYLOR MORRISON HOUSE PLAN 2138 1 1 1 1 1 MANCHESTER SQFT GENERAL LIGHTING X 3 VA PER SQ FT 0 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 ' LAUNDRY CIRCUIT AT # RANGE AT NAME PLATE RATING OR COOKTOP AND OVENaWATERHEATER DISHWASHERCLOTHES DRYER DISPOSAL (1/3 HP) SUBTOTAL OF GENERAL LOAD FIRST 10 KVA OF GENERAL LOAD AT 100% REMAINDER OF GENERAL LOAD AT 40% 23860 VA x . 4 TOTAL NET GENERAL LOAD 3.5 TON HEAT PUMP #1 TON HEAT PUMP #2 8 KW ELECTRIC HEAT KW ELECTRIC HEAT 27.6 AMP X 240 VA = AMP X 240 VA = AT 65% AT 65% 6414 VA 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA 33860 VA 10000 VA 9544 VA 19544 VA 6624 VA 0 VA 5200 VA 0 VA NET GENERAL LOAD 19544 VA NET TOTAL HEAT 11824 VA TOTAL LOAD 31368 VA CALCULATED LOAD FOR SERVICE 31368 VA / 240 V= 130.70 AMP 150 AMP SERVICE 6 CS CS 0 1• 6 6 3 2- I. co m m m m m m m m m m M M N m jog RIO t i 13 - e I 13 i J O RI I i 7 RIO 21 VA- WA I 14 II II II II n m fey m 15-08-00 co II-08-00 y 30 00 00 RECORD COPY 6EARW6 HEIGHT 5CHEPU E 9 -4 20•-3/U' Hanger List H1 HTU26 H2 THA422 NOTE5: L) REFER TO HID 9I (RECOMAENDATION5 FOR HANDLM INSTALLATION AND TEMPORARY DRAM) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT DRACUJG REOLAREO. 2.) ALL iR1155E5 (WFCLWIN6 TRUSSES UFDER VALLEY FRAMWI6 f4P5T DE COMPLETELY DECKED OR REFER TO DETAIL VM FOR ALTERNATE DRACIM RE09EMENTS 3) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED OY DU(LDER 4.) ALL TME5 ARE OE516NED FOR 2 oc. M JG" 5PACIN6. LPLE55 OTHERWISE NOTED. Q1NC, 5P'N o O> 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON510ERED TO DE LOAD DEARIN6. LKE% OTHERWISE NOTED W1TH THE KING UP. 7)ALL ROOF T R %WAGERS TOOEE5WP5ON HTU26 UNLE% OFKRWI5E NOTED ALL0EPA4FLOORTR %HANGERS TO DE SWSON TM427 UFLE% OTHERWI5E NOTED. G n 7 E) DEAMMEADER/LINTEL (HDR) TO DE FUR415HEO DY MILDER 5HOP DRAWING APPROVAL f1%LAYOUT 15 TIE 50.E SOIIR6E FOR FADRICAFIDN OF T TVi%$ A D VM AL PREVIOUS AMOFEC UM 9 OIFER Wh LAYAHS REVIEW NO APPROVAL OF M LAYOUT MAT DE RECEIVED DEFORE ANY fW%ES WLL DE DOLT. VERIFY AL ONATIM TO W M MAMT CIMU5 TNAT WILL RESIIf W EXTRA CHARGES TO YOU ryartd Rbal %u rrrwd 1r as 6'jBuildersFlrstSource Orlando PHONE 407.651.2100 FAX 407-651.7111 Plant City PHONE:813-754-5951 FAX:613-752.1532 Taylor Morrison Homes H Manchester A AL AFFrTB U11510M• Lotxx 1 • 1F01 8-5-16 ImRuipcyk Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0085 - Site Information: Customer Info: Taylor Morrison Lot/Block: 85 Address: City: Sanford Project Name: TB0085 Model: Manchester Subdivision: Thornbrooke State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 56 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. I Seal# Truss Name Date 1 1 T10468123 1 C01 2/20/17 118 1 T10468140 F19 2/20/17 12 1 T104681241 CO2 1 2/20/17 119 1 T1 0468141 1 HR02 1 2/20/17 I 13 1 T10468125 1 C04 1 2/20/17 120 1 T10468142 1 HR03 1 2/20/17 1 4 1 T10468126 F01 2/20/17 21 1 T1 04681431 HR04 2/20/17 15 I T10468127 I F02 1 2/20/17 22 1 T10468144 1 HR05 2/20/17 6 IT10468128IF03 2/ 20/17 23 IT10468145IJ07 2/20/17 7 T10468129 F04 2/20/17 24 T10468146 J08 2/20/17 8 T10468130 F05 2/20/17 25 T10468147 J09 2/20/17 9 T10468131 F06 2/20/17 26 T10468148 J10 2/20/17 110 1 T10468132 1 F07 12/20/17 127 I T10468149 I J11 12/20/17 I 111 1 T10468133 I F08 1 2/20/17 128 1 T1046815_0 I J12 1 2/20/17 I 112 I T10468134 F09 1 2/20/17 129 1 T10468151 I J13 1 2/20/17 113 I T10468135 I F10 1 2/20/17 130 I T104681521 J 14 12/20/17 114 I T10468136 I F11 2/20/17 31 I T10468153 1 J15 2/20/17 15 IT10468137IF12 2/20/17 32 IT10468154 J16 2/20/17 16 IT10468138IF17 2/20/17 133 IT10468155 J17 2120/17 17 IT10468139IF18 2/20/17 134 IT10468156 J18 2/20/17 OING OFtO 5 oNF -t: EPA 1aa5 The truss drawing(s) referenced above have been prepared by MiTek PQU N• USA, Inc. under my direct supervision based on the parameters E N, 1 , F•••• provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin s81 a2 My license renewal date for the state of Florida is February 28, 2019. Z IMPORTANT NOTE' The seal on these truss component designs is a certification O'.•• S ATE OF : 41 that the engineer named is licensed in the jurisdiction(s) identified and that the O P; -Z' designs comply with ANSI/TPI 1. ThesedesignsarebaseduponparametersOFtt • • • i, shown (e.g., loads, supports, dimensions, shapesanddesigncodes), which were is S+ \4 %` A on included ppreparation, oofers fileeeference n toMiTek. only,andE `` wasnotecific0purpose into account in the PrpYNthesedesigns. MiTekhasnotindependently verified the applicability of the design Joapul Velez No.68182 parameters or the designs for any particular building. Before use, the building designer Welt ySk I . FL Cod 6834 should verify applicability of design parameters and properly incorporate these designs 6904 Blvd. Tampa FL 33610 into the overall building design per ANSI/ TPI 1, Chapter 2. Date: February 20,2017 Velez, Joaquin 1 of 2 RE: TB0085 - Site Information: Customer Info: Taylor Morrison Project Name: TB0085 Model: Manchester Lot/Block: 85 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# JTruss Name Date 35 T10468157 J19 2/20/17 36 iT1 04681581R02 12/20/17 1 137 1 T104681591 R03 1 2/20/17 1 138 1 T10468160 1 R04 1 2/20/17 1 39 1 T1 04681611 R05 1 2/20/17 J 140 1 T104681621 R07 12120117 1 141 1 T 104681631 R09 1 2/ 20/17 1 142 1 T1 0468164 1 R 10 1 2/20/17 J 143 1 T10468165 1 R 11 1 2/20/17 1 144 1 T10468166 I R 12 1 2/ 20/17 1 145 1T10468167I R13 1 2/20/17 1 146 1 T1 0468168 1 R14 12/20/ 17 1 147 1 T10468169 I R 15 1 2/ 20/17 1 148 1T10468170 1 R16 1_2/20/17 149 1 T1 0468171 R17 12/20/17 1 150 1 T104681721 R20 1 2/20/17 I 151 1 T10468173 I R21 1 2/20/17 1 152 1 T1 0468174 1 R22 1 2/20/17 1 153 1 T1 0468175 1 R23 1 2/20/17 1 54 1 T10468176 1 R F03 1 2/20/17 1 155 I T10468177 1 V01 1 2/20/17 156 1 T10468178 1 V02 2/20/17 2of2 r 0 Job Truss Truss Type oty ply Tt046at23 T80065 Cot GABLE 1 1 Job Reference (optional) DYIIpY1Y I116WYY GO. Y 9/Y. rw,Y v y. rw,wu .awvv 0}1 8 ID:pv 1 GOIZRPskYM1UZTvPtijzmbHK-o5tvD61LedkSsg5ozLMupallUvnVpbR3zLSJFzzkDEr W Scale = 1:24.9 1 2 3 4 5 63X4 7 a 9 10 11 12 24 23 22 21 20 19 19 17 16 15 14 13 30 = 3x4 II LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) rda n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(IL) n1a rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 rVa We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 75lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flal) REACTIONS. All bearings 14-8-12. pb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - WARNING. Verfly design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 1&0302016 BEFORE USE Design vatkl for use orgy with MllekO connectors. Irgs deskm Is based orgy upon paamelers show L and Is lot an hdlvkkO holding component. not wtohusssystem. Before use, the Ixtkkv desigrrr must verify the applIcabllly of design parameters and properly Incorporole Ihls design Into the overall balding design. Brochg Indicated Is to prevent budding of Individual truss web and/a chord members orgy. Addltlorlul lempoFary and permanent biactng MiTek' Is alwoys neclulred lot statAlty and to prevent collapse with possible personcd h*uy and property damage For gonerai guldaice regading the fabrication, storage, delivery. erection oral lxacing of trusses cad truss systems seeANSI/IPI I Quat ly Criteria, D511-89 and IICSI building Component 6904 Perks East BNd. Safety Information ovalc"e from buss Rate Institute. 219 N. Lee Sheol. Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss Type N N Tt0468t24 780085 CO2 Floor Truss 1 t Job Reference (optional) DUIIOar6 r 116WW1Ge, 1Ympo, r1O111—y.rq,wa JJa00 D-4B 1 2 3 4 ID:pv 1 GOIZRPskYMiUZTvPlpzmbHK•o5tvD61LedkSsaSozLMupallYwlVpbT3zLSJFzzkDEr Scale = 1:17.0 5 6 7 16 1s 14 13 12 11 10 9 90.4 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) nta n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(Q n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(rL) 0,00 9 rVa n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 45lb FT = 201' F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(ilat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3(flal) REACTIONS. All bearings 9-0-4. Ib) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (l.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks wilh fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily dsdpn paramstsrs and READ NOTES ON THIS AND INCLUDED NREK REFERANCE CAGE NO.7473 rov, iI OMIS BEFORE USE. Design valll for use only with Mllek® connectors. Itds design Is based orgy upon Ixuarnelers sown. and Is for an Individual balding component not wtaktisssystem. Before use, the building designer must verity the applicability of design parameters and property Incorporate 016 design Into the overall building design. &acing Indicated Is to prevent buckling of IndlM xs muss web and/or chord members only. Additional temporary and permanent broclng MITek• Is always required for stability and to prevent collapse v41h possible personal Intksy and properly damage. For general guidance ieg xdhg the fatxkoatlon, storage, delivery. erection and hrocing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Perks East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314, Tampa, FL 33610 Job fuss Truss Type tyly Tt0468t25 780085 C.04 Floor Truss 1 t Job Reference floral w„tee,. .,,ow,.,,.o. ,.„w.. ...,,, ..,,. ......... .......... 0.lp 20 t9 ID:pv1GOtZRPskYMiUZTvPtilzmbHK-GHRHOSJzPusJT_g X217MnrwGK2kY2hCC?tsnOzkDEq Scale = 1:18.6 1 2 3 4 5 6 7 8 9 1e 17 16 15 14 13 12 11 10 LOADING (psf) SPACING- 2-0.0 CST. DEFL. in loc) Udell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.08 Vert(LL) Ida n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verl(TL) n1a rUa 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 10 rVa n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 50lb FT = 20%F, 1145E LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(llat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9.11.4. lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-D•0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Sliongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verity dodyn Paramefort and READ NOTES ON TKIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. 140"015 BEFORE USE Design valid too use only with MIIokO conneclors. lids design is based only upon paameters atwwn. and Is for an frtdMcklal building component. not a Buss system Before use. the building designer mint verily the applicability of design parameters and property Incaporale Rita design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inns web and/or chord members only. Additional temporary and permanent braclng WOW Is always oecA4oed la stability and to poevenl collapse wllh possible personal Inlay and properly damage. for general guidance regarding the fabrication. storage, delivery, erection and bracing of Inrisos and iniss systems, weAN51/TPII Quollly criteria, DSB-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsONle, 218 N. Lee Sheet. Salle 312. Alexandria, VA 22314. Tonga. FL =10 Job I puss ruse ype N N T10468126 780085 F01 Floor Truss 1 t Job Reference(optional) owiue s rnsww w, unq,u. rwm..,q, r,v.wu awe.. 0-1-8 H 1 2-6-0 + 1-3-0 1.5x3 II 1.Sx3 = 1.Sx3 = 1 2 ID:pv1GOtZRPskYMiUZTvPtgzmbHK•GHRHOSJzPxsJT_g X217MnrrwKvUYzHCC?tsnOzkDEq 1 1.Sx3 11 1.Sx3 11 3 4 5 2.6-0 Ole Id = 1:25.4 t.Sx3 II 1.Sx3 = 6 7 a 3x6 = 17 14 8.12 Plate Offsets (X,Y)-- [11:0.1-8,Edgel, 112.0-1-8 Edge] LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.09 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(I-) -0.13 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 9 We Na BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-D-0 oc bracing. REACTIONS. (lb/size) 9=787/0.3.8, 14=79310-7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1430/0, 3.4=-1837/0, 4-5=-1837/0, 5-6=-1837/0, 6-7=-1445/0 BOT CHORD 13-14=0/1122, 12-13=0/1706, 11-12=0/1837, 10.11=0/1716, 9-10=0/1142 WEBS 2.14— 1309/0, 7-9=-1320/0, 7.10=0/481, 6-10=-429/0, 6-11=-47/385, 2.13=0/489, 3-13=-439/0, 3-12=-37/394 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 4) 'Semi -rigid plichbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vorfly dedyn pammoras And READ NOTES ON 7NIS AND WCLUDED MREK REFERANCE PAGE M9.7473 rev. IOOMIS BEFORE USE. Design valid for use only with W109 connectors this desgn Is based only upon parameters shown. and Is for an Indivldual bolding cornpon enr, nor a Was syslem. Before use. the brlkling designer mtnt verity the appllcablity of design pcaametens and property Incorporate it* design Into the ovendl tAiDdIr p design. Bracing 8dkaled Is to prevent tralding of lndWLKjI inns web and/or chard members only. AddlBonal rempoary and pennanonr bracing MOW Is always iw4ulied for slablllly and to prevent collapse vAlh possible personal kMy aryl property damage For general guidance regarding the Wblcorlon. storage, delivery, erection and bracing of busses and inns mlems, weANSIAPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information aval"AG from truss Mate Institute. 218 N. lee Street. Salle 312. Alexardrla. VA 22314. Tempe. FL 33610 Job el Truss Truss Type N T10468127 TB00S5 F02 Floor Tfuss 1 1 wn-w.. Job Reference Uonal n nn.¢wLT.L I..I...,.:.. .... F- F"1?14:43062019 Pe auxa*f* FlrsiSwfce. arrq*. pi—i {illy. R."dY 33566 v •+y. .v av•v .... v.. .......... •. .. ... I D:pv 1 GOIZRPskYMiUZTvPtgzmbHK-kT?feoKbAE_A58FB5mOMv?Nikk9dHNhMRfdOKszkDEp 0.1.8 H—I I 2-" f I 1 I 2-6-0 07.1.e SwIA = 1:25.4 1.Sx3 II 1.5x3 = 1.5x3 II 1.Sx3 = 4x6 = 3x6 = 1.Sx3 11 1.5x3 11 30 = 4x6 = 1.5x3 = 1 2 3 4 5 6 18 7 a 17 30 = 4x6 = 30 = 3x4 = 4x6 = Sx8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Verl(LL) 0.19 10-11 905 360 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert( L) 0.28 10.11 613 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 9 n/a 11/a BCDL 5.0 Code FBC20141TP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-10.14 oc puffins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=1893/0-3.8, 14=938/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1298f0, 3.4=-2520/0, 4-5=-2520/0, 5.6=-2520/0, 6-18=-2063/0, 7-18=-2063/0 BOT CHORD 13-14=01757, 12-13=0/1825, 11-12=0/2520, 10.11=0/2539, 9.10--0/1542 WEBS 2-14=-1168/0, 2-13=0/859, 3-13=-837/0, 7.9=-2307/0, 7-10=0/827, 6-10=-756/0, 6.11=-323/434, 3.12=0/937, 4-12— 32310 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) 'Semi -rigid pttchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0,131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=.10, 1-18=-100, 8-18=-490(F=-390) Q WARNING. Verffy dsdgn paremotors And READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rov. IWWOf6 BEFORE USE Design valid for use only vAth MilekO connectors Bnls deslgl It based only upon Parameters shown. and Is fa an Indlvkkral building component. not o hiss system. Before foe. the building dosignei must verity the applicability of design pararnetors and piopefiy Incorporate 8nh demon Into the overall txadng design. Bating indicated Is to prevent buckling of WK*4kW Inns web and/or chord members only. Addillond lempotary and permanent bracing M iTek' S always requlied Iof slablllty and to pfevenl Collapse Wllh pose personal InKuy and pfopedy damage. For general guidance regarding the abrk:atkxn. storage, d1,iNery, erocllon and bracing of inrses and truss systems, seeANSI/IPI I Quality Critedo, DSB-89 and BCS1 Building Component 6904 Pork* East Blvd. Safety Information ovallabie from Truss Plate Institute. 218 N. lee Sheet. Suite 312. Alexandria. VA 22314. Tonpo. FL 33610 Truss Truss Type tY T,o.se+2e T OBS F03 Floor Truss 1 Job Reference (optional) racroorrrcD, rDrrwu, rwm wy, rr ogee 0.1.8 H 2.6.p - 2 t 3x4 = 2 ID:pv 1 GOtZRPskYMiUZTvPOjzmbHK-kTlfeoKbAE_A58FB5mOMv4NyykF9HRFMRfdOKszkDEp 1-8.12 1.3-0 011ie 1 I Sca e = 1:19.3 t 5x3 I I 1.Sx3 11 1.Sx3 II 30 = 1.Sx3 = 3 4 5 6 r 9 8 3x4 3x4 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.13 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) 0.27 9.10 493 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 rUa We BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 7=594/0.3-8, 10=600/0.7-4 FORCES. (lb) - Max. CompJMax. Ten - All forces 250 pb) or less except when shown. TOP CHORD 2-3=-1050/0, 3-0_ 1050/0, 4-5=-1050/0 BOT CHORD 9.10=0l794, 8-9=0/1050, 7-8=0/el 1 WEBS 2-10=-926/0, 2-9=0/385, 5-7=-936/0, 5-8=0/476, 4-8=-279/0 34 = PLATES GRIP MT20 244/190 Weight: 601b FT = 20%F, 11%E Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 1D-0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 ~mwa - vertyy darpn panne ron and READ NOTES oN rKJS AND INCLUDED MREK REFERANCE CAGE 011111,7473 rov. 1041 MI S BEFORE USE. Desi n vubkt for use only with Mllek®conneclors. Rds design Is based orgy upon paramelen Yawn. aril Is lot anindividual bslding canponenl. not a frtrss system. Relore too, the bulltlbng designer mtat verity rho aptxlec billy of design pararmelers and proporly Incaporate Ihh design Into the OZOCIl building design. 9achg hdlcaled Is to prevent buckling of individual buss web and/or chord rnembxers only. Addlllonal temporary and permanent bxachg MiTek' Is always required for stabaly and to Irevenl collalne Win possible personal Injury and proix-rty damage For genetal guldaae regaidng tho fabrlealbn, storage. delivery, erecllon and bracing of Irussos and truss systems. seeANSUIP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inromsallon avallable from inns Plate hstllule. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314 Tamps. FL 33610 Job runs Truss Type oty Ply T10468129 T80085 F04 Floor Truss 1 1 Job Reference (optional) Builders FuctSource. Tornpo. Plant City. Florida 33566 t-7.12 1 1.5x3 It 2 3x4 = 7,640 a npl 19 2016 Mr r ek Mu", ime. im. r rw 11 , „ r age , ID:pvl GOtZRPskYMiUZTvPtgzmbHK-CgZ1 rSLExY61jlgNo;vbRCwFG81bOvOVIJMzslzkDEo 315x3It 30 = 3x4 = LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in lot) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0,18 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.03 4.5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 HOrz(TL) 0.00 4 r1/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(llat) BOT CHORD REACTIONS. (lb/size) 5=597/0-4-0, 4=597/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. BOT CHORD 4-5=0/677 WEBS 2-5=-849/0,2-4=-849/0 Scale. 1:10.0 PLATES GRIP MT20 244/190 Weight: 20lb FT = 20%F, 114`oE Structural wood sheathing directly applied or 3-6-8 oc pudins, except end verticals. Rigid telling directly applied or 10.0-0 oc bracing. NOTES- (4) 1) Refer to girder(s) for truss to truss connections. 2)'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase--1.00, Plate Increase=1.00 Uniform Loads (pit) VBri: 4-5=-10, 1-3_ 100 Concentrated Loads (lb) Vert: 2=-818 Q WARNWG - Vadly do0gin parameter, and READ NOTES ON THIS ANDWCLUDED MrrEK REFERANCE PAGE MB-7473 mv. 14193tad S BEFORE USE Design valid la use only with Milek® corvwctors. Ihds deslM Is lased only upon paametem shown- and Is for an bxdMducd tAAdblg component. not a buss system. Beforo iso, the MAdino designer mint verily the "Icabblty of design paamelers and property hcogtorote "design Into the overall txdldhg design. Bracbtg Irxdlcaled is to prevent bucktblg of IndNWrK/ lrlra web and/or chord members only Adc ltlorlol temporary and permanent bracing WOW It always iegrlred lot stoUlty and to prevent collapse vAlh possible personal b#xy arxd Droperty damago. For general guidance regarding the labrk:atbn storage, delivery, eiocilon (m d bracing of tnrssos and truss systems. seeANSIMI I Quality CAhedo, DSB-89 and BCSI BulklIng Component 6904 Parke East Blvd. Safely Information available from buss Rate Institute, 218 N. Lee Street- Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Jruss Truss Type Qty ply 710468130 TB0085 F05 Flom Truss 1 1 Job Reference Lionel Builders FerstSource. Tamps, Plant Goy, Flarrda 33bb6 0.1-8 H I 2-6-0 I t.5x3 II t.Sx3 = 1.Sx3 = r.wranpr rr cu.o m.vs nwuamsa. aR. re re v .aye. ID:pv 1 GOIZRPskYMiUZTvPtgzmbHK-CgZ1 r8LExY61jlgNeTvbRCw848Y70sT VIJMzslzkDEo 2.1.12 1.5x3 II 1.5x3 It 2f-0 011fe AAcl -1:26.6 1.5x3 II 1.Sx3 = 3x6 = 17 Plate Offsets (X,Y)-- 11:0-1.8,Edgel 112.0-1.8 Edgel LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Ven(TL) -0.19 10-11 >961 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 We We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=823M-3.8, 14=830/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1519/0, 34=-2001/0, 4-5=-2001/0, 5.6=-2001/0, 6-7=-1536/0 BOT CHORD 13.14=0/1183, 12-13=0/1825, 11-12=0/2001, 10-11=0/1835, 9-10=0/1205 WEBS 2-14=-1380/0, 7.9=-1392/0, 7-10=0/526, 6-10= 475/0, 6-11=-21476, 5-11=-277/0, 2.13=0/534, 3-13=-485/0, 3-12=0/488,4.12_ 282/0 NOTES- (7) 1) Unbalanced floor five loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNING - Valry design paramstwo end READ N07ES ON THIS AND INCLUDED AUTEK REFERANCE PAGE N67473 rov. IO0,1"I S BEFORE USE Design valid for use only vAth WOO connectors. this design is based only up Dn manneters stwvm, and Is for an tWlvldual building component, rroi a 0trs system. Before use, the LxAdtrtg deslgnet mtnl verity the criolcobllly, of cknlgn Diameters and pxoporly Incorporate MIS design Into the overall btrmng design. ttrachg In dlcaled Is to poveni txrcMhg of Inci Wuol Inns web and/or chord members only. Adcfllbnal lemporary and Permanent bracing MiTek' Is always required for stability and to prevent edlopae wtih possible personal hJury and property damage. For general gtldance regoding the fabrkallon, storage. (MlvM. oroctlon cord bracing of trusses araf inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd. safely Information available from buss Rate Institute. 218 N. Lee Street. Slle 312, Alexandria. VA 22314. Tampa, FL 33610 o Fuss Fuss ype Y T1af1B131 TBOM Ff>6 Fbor Truss 1 1 Job Reference (optional) omiuma n,wovmus. ,m,yo, ro.,, v,q...v, - 0.1-8 H 1 2'6 0 I 1.3.0 4 20 11 2x4 = 2x4 = 1 2 ID:pv1GOIZRPskYMIUZTvPtljzmbHK-bZwtXPTZaTkXcSdRckbuenBXp6Ey vngVHAfPbzjJZa 1 2.0.12 4' Sc a e = :25.6 2x4 II 2x4 II 3 4 5 6 6x8 = 7 B 9 0o Jr 4x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.59 BC 0.71 WB 0.39 Matrix) DEFL. in poc) Well Ud Vart(LL) -0.13 14-15 >999 36D Vert(TL) -0.17 14-15 >999 240 Horz(TL) 0.02 9 We IVa PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20019F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 16=818r0-7-4 (min. 0-1-8), 9=818/0-3-8 (min. 0.1-8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1492/0, 3-4=-1948/0, 4-5=-1948/0, 5.6= 1948/0, 6-7_ 1467/0, 7-8=-571/0, 8-9=-575/0 BOT CHORD 15-16=0/1164, 14-15=0/1787, 13.14=0/1948, 12-13=0/1778, 11-12=0/1137 WEBS 2-16=-1358/0, 2-15=0/520, 3-15=-469/0, 3-14— 4/462, 4-14=-268/0, 9-11=0/904, 7.11=-880/0, 7.12=0/523, 6.12=-494/0, 6.13=0/477, 5-13=-270/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 0 WARNING- Verily dodyn paramatera and READ NOTES ON THIS AND INCLUDED NI1EK REFERANCE PAGE NIF7473 rev. IM&W I S BEFORE USE. Design vaiky for use only with lAlek® connectors. This CWW Is lewd only upon "anelers stwwn, and Is tot an hdM1idual "dN component. not a f ust system. Before use, the bllding designer mast verify the (313)llcob11ty of design pxxametets and properly hcorporoto this design Into the overail bxNdhg design. ®acing Indicated Is to prevent budding of lncjWual truss web aci/on chord members only. Addbllon l lernpwray and permanent bracing MiTek' Is always tegWed (of slabBlty and to prevent collarAe with posse personal Injury and porxerty damage ror genial gaidalce regading the storage. olellvery, erection caa) brctclrtg of busses and truss systems soeANSI/iPI I Quality Criteria. DSB-89 and BCSI Building Component 69W Porks East Blvd.fabrication, Safety Irdormatlon available from Inns Plate Institute. 218 N. Leo Street. Sulle 312. Alexordrla, VA 22314. Tempo, FL 33610 Job Touss Truss Type oty ply T10468132 TBooss F07 Floor Truce 1 1 Job Reference(optional) gucverc rocww¢e, i angre. ram a.ny, -- uwoo ID:pvt GOIZRPskYMiUZTvPtijzmbHK-gs7P3UMsisEuKRPZCARr_OTHEYrslE9fuz6XOlzkDEn 0.1.8 H z6-0 13o I z6o ,I zo-1z z•so 1.Sx3 II 1Sx3= 1.Sx3 = 06 = 3x6 FP= 3x8 = 1.Sx3 II 1.Sx3 11 3x4 = 1 2 3 4 5 6 7 20 19 Scale = 1:32.9 US = Sx6 = 1 Sx3 II a 9 10 L, 17 16 15 to 13 12 I 3x6 = 06 = 3x6 = 30 = 3x6 MT20HS FP = 4x6 = 30 = 1 Sx3 SP= 5x6 = 18.11.4 18-11.4 Plate Offsets (X Y)-- 11:Edge 0-1-81 115:0.1.8 Edgel 116:0-1-8,Edgel LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Ven(LL) -0.38 14.15 >589 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(TL) -0.57 14.15 >396 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WO 0.75 Horz( L) 0.07 11 We Na BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 98 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except 1.3: 2x4 SP No.2(flat) end verticals. BOT CHORD 20 SP M 31(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 2x4 SP No.2(Ilat) WEBS 20 SP No.3(flat) REACTIONS. (lb/size) 11=1503/0.4-0, 18=1150/0-7-4 FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-2294/0, 3.4=-2294/0, 4-5=-3772/0, 5.6=-3772/0, 6-7=-3772/0, 7.8=-3545/0, 8-9-2235/0 BOT CHORD 17-18=0/1 706,16-17=Qt2876, 15-16=0/3772, 14-15=0/3801, 13-14=0/3225, 12.13=0/3225, 11-12=0/1238 WEBS 2-18— 1991/0, 2-17=0/935, 4.17-924/0, 4-16-0/1226, 5.16=-413(0, 9-11=-1910/0, 9-12=0/1584, 8-12=-1572/0, 8.14=0/507, 7-14=-407/0, 7.15-394/529 NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 13 = 111. 4) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 597 lb down at 15.3.0 on top chord. The design/selection of such connection devlce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11-18=-10, 1.10=-100 Concentrated Loads (lb) Von: 8-597(F) Q WARNING - Verify dedgn pw motem and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M1167473 rev. 14/1932015 BEFORE USE Design valld tot use only vAlh Mllek®conneclois. this design Is based only upon parameters shown, and Is lot an Individual btAding component. not a Inns system. Beloie use. the btlldIng deslgnoi mtnl verify the applicability of design taramelon and poperly lcorloralo 81k design Into the oveidt building design Brocing Indicated Is to b,olaing of IndlvkRial hiss web and/oi chord members only. Additional lemmatry and pwrnonenl bracing WOWprevenl is always io"ed for stability and to pievenl collapse vAth possible peisonal IHrey and property damage. Fa general gtddance togaidI ng 0ne 6904 Pork* East Blvdk"Icatlon, storago. delivery. erection and bracing of tnisses and Irtm systems. seoANSVWI I Quality Criteria, DSB-89 and BCSI Building Component Tempo. FL 33610safetyInformationavailableIom6nmPlateInslltulo. 218 N. Lae Skeet, Sndle 312, Alexandria. VA 22314. Job runs fuss ype y ply Tl04fi6133 T80085 F08 Floor TrUaa t 1 Job Reference(optional) WIIOl1 rv610WIG0. IOII v, rwnl 4nl, rWlwv J.wvv 0.1-8 Hi 2.6-0 i 13-0 2-6 1111-8 I D:pvl GOtZRPskYMiUZTvPtijzmbHK-92hoGpMUT9Mlyb_mmuly4 W d7R1 xE3Ukdo7dr4wBzkDEm 2-6-0 H I 2-6-0 i 2-6-0 ' I 1.9.8 2-6-0 1-8 to = 1:52.0 1.Sx3 II 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 1 5x3 = 1.5x3 li 1.Sx3 If 3x6 FP= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 19 /6 17 16 3x6 FP= 3x6 = 4x6 = LOADING (psl) SPACING- 2.0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.21 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Verl(TL) -0.31 24-25 >709 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 16 Na Na BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 154 lb FT = 20%F, 1105E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-8: 2x4 SP No.2(Ilat) end verticals. BOT CHORD 2x4 SP No.l(ffat) *Except* BOT CHORD Rigid telling directly applied or 6.0.0 oc bracing. 16.21: 20 SP No.2(flat) WEBS 20 SP No.3(llat) REACTIONS. (lb/size) 16=404/0.7.4, 19=1934/0.4.0, 26=907/0-7.4 Max Gravl6=493(LC 7), 19=1934(LC 1), 26=936(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1793/0, 3-4_ 256710, 4-5= 2567/0, 5-6= 2567/0, 6-7— 2053/0, 7.8_ 117410, 8-9=-1174/0, 9-10=0/1438, 10-11 =0/1 438, 11-12— 738/202, 12-13— 738/202, 13-14=-738/202 BOT CHORD 25-26=0/1358, 24-25=0/2188, 23-24=0/2567, 22-23=0/2377, 21-22=0/1719, 20.21=0/1719, 19-20=-184/600,18-19=-639/274, 17.18=-202l738, 16.17=-54/630 WEBS 10-19— 279/0, 2-26= 1585/0, 2.25=0/690, 3.25>627/0, 3-24=0/519, 9-19= 1913/0, 9-20=0/961, 7-20=-918/0, 7-22=0/574, 6-22=-571/0, 6-23-0/607, 5-23=-314/0, 11-19=-1243/0,11.18=0/829, 12-18=-350/0,14-16=-735/63 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vwfy dedgn pomnalars and READ N07E5 ON THIS AND INCLUDED MriEK REFERANCE PAGE MO.7473 rov. 11119MIS BEFORE USE. Design valid lot use only with MllekO connectors. this destgn is lXWd only upon parameters shown. and is for on Individual holding component. no, a lnrss systern. Before use. the building designer mtul verity the ar)NIcablity, of desl®1 parameters ardl proporly blcaporato this design Into the overall bxadng design. 9acing Indicated Is to prevent buckling of IndlvkltKA truss web and/or chord members only. Addlllonal temporary and permanent tracing M iTek' Is always required la staUlly and to prevent collapse with possWle personal bytay and properly damage For general giddance regarding the kfixk;otkrl. storago, delivery. erection and bracing of trusses and inns systems seoANSI/1PII Quality Criledo, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaltahte from buss Rate Institute. 218 N. Lee Street, Stlte 312. Alexadkla. VA 22314. Ton pa. FL 33610 Job Truss Truss Type tY T10466134 T80065 F09 Floor Truss t 1 Job Reference (optional) ousoers nrsrowcn, angrn. rwm w1, r,v..vn uwoo 0.1.8 Hi 2.6-0 P q i i1-" 2-6-0 2.3.1 1.SX3 II I.Sx3 = 1.Sx3 = 1 27 1.5x3 II 1.5x3 If 2 3 4 5 6 ID:pv 1 GOIZRPskYMrUZTvPlijzmbHK-92hoGpMUT9Mlyb_mmuy4 W d?PVxD3UkTo7dr4wBzkDEm I 26-0 I 2-&0 I 26-0 1-6-15 f 2.6.0 , e le = 1:52.0 4x6 = 3x6 FP= 1.Sx3 II 1.5x3 II 1.5x3 II 7 a 9 10 11 12 13 14 1.Sx3 II 1.Sx3 = 1.Sx3 = 3115 26 25 24 23 22 21 20 19 18 17 16 3x6 FP= 3x6 = 4x6 = 30 29 l LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Ven(LL) 0.24 24-25 >925 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 082 Vert( I-) 0.36 24-25 >635 240 BCLL 0.0 Rep Stress Incr YES WB 0,56 Horz(TL) 0.05 19 n/a rVa BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 154 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No.t (Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 20 SP No.1(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 16.21: 20 SP No.2(flat) WEBS 20 SP No.3(Ilat) REACTIONS. (lb/size) 16=368/0-7-4, 19=1960/0-5-11, 26=917/0-7-4 Max UplifI16=-19(LC 3) Max Grav 16=481(LC 7), 19=1960(LC 1), 26=941(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1806M, 3-4=-2566/0, 4.5— 2586/0, 5-6=-2586/0, 6-7=-2008/0, 7-8=-1086/0, 8.9=-1086 0, 9-10=0/1543, 10-11=0/1543, 11-12=-694/272, 12-13=-694/272, 13-14= 694/272 BOT CHORD 25-26-0/1367, 24-25=0/2204, 23-24=0/2586, 22.23=0/2356, 21.22=0/1654, 20.21=0/1654, 19-20= 168/489, /8-19= 740/261, 17.18=-272/694, 16.17=-100/602 WEBS 10-19=-278/0, 2.26=-1595M, 2-25=0/697, 3-25=-631/0, 3-24=0/528, 9-19=-1951/0, 9.20=0/986, 7-20=-942/0, 7.22=0/597, 6.22— 598/0, 6-23=0/641, 5-23=-340/0, 11-19= 1271/0, 11-18=0/854, 12-18=-358/0, 14-16=-703/116, 14-17=-267/142 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 16. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end Indly model was used In the analysts and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vodly design pammoters and READ NOTES ON THIS AND WCLUDED AMTK REFERANCE PAGE MR-7473 rev. /a031016 BEFORE USE, Design vaild for use only vAlh MilekO connectors. lnls design E based only ur»n paramelers shown. and Is for an individualivkhxil building component. not a Inks system. Before rise. the building designer must verify Iho alpplkbaNlty, of design paranolers and propoily IncoFMole M design Into the overt,. building design. ®ache hdicaled Is to prevent lxlcklIng of Individual trust web and/a chord members orgy. Additional lemporary and permarl(mt bracing MOW B always regaled for stability and to prevent collapse with possible personal tipsy and property damage• For general gr,datee tegarding the k,xlCollm slaage, delivery. erectlon and bracing of trusses and in= systems soeANSI/TPI I Qualify Criteria. DSB-89 and BCSI building Component 6904 Parke East Blvd. Safety Information available from huss Rate hstitule. 218 N. Lee Street, Stile 312. AlexardJrb, VA 22314. Tampa. FL 33610 Job runs truss type ry T10469135 TBOO65 Flo Floor Truss 1 1 Job Reference ttonal Dunps rus JW e. •Y•••yY. rw•••v.r, w•w,. ..w..•. o-1•e HI 2-6-0 I 1"3-0 1.5x3 II 1.5x3 = 1.Sx3 = 1 29 28 27 3x6 = 4x6 = 2 3 II 1.9-1 2-" II 1. 50 II 1.Sx3 II 3x6 FP= 4 5 6 7 8 9 ID: pv 1 GOtZRPskYMiUZTvPttizmbHK-dEFAT9N6ETVcaIZyKbTJ3rYanLZbD9mMHbd rdzkDEl 2 2{-0 2.6.0 1.11-15 , -0 8 qaleI I5c'd-: 1:52.0 4x6 = 1. Sx3 II t.Sx3 II 10 11 12 13 14 1.Sx3 II 1.Sx3 = 1.Sx3 = 3215 26 25 24 23 22 21 20 19 18 17 16 4x6 = 3x6 FP= 4x6 = US = 1.Sx3 II 31 1(? 1P 30 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in poc) Wall Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.27 22-23 >930 360 MT20 2441190 TCDL 10. 0 Lumber DOL 1,00 BC 0.80 Vert(R) -0.42 22-23 >590 240 BCLL 0. 0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.08 16 n/a n1a BCDL 5. 0 Code FBC2014/TP12007 Matrix) Weight: 155lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No.1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 2x4 SP No.2(Ilat) end verticals. BOT CHORD 20 SP No.l (flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-21: 20 SP No.2(flat) 6-0-0 oc bracing: 18-19,17-18,16-17. WEBS 20 SP No.3(flat) REACTIONS. (Ib/ size) 16=306/0-7.4, 19=1860/0.5-11, 27=1079/0.7-4 Max Upliftl6=- 48(LC 3) Max Gravl6= 407(LC 4), 19=1860(LC 1), 27=1091(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2171/0, 3-4=-3019/0, 4-5=-3498/0, 5-6=-3498/0, 6-7=-3498/0, 7-8=-2728/0, 8-9=- 2728/0, 9-10-1680/0, 10-11=0/1103, 11-12=0/1103, 12-13— 520/397, 13-14- 520/397 BOT CHORD 26-27=0/1613, 25.26=0/2697, 24-25=0/3330, 23-24=0/3498, 22-23=013128, 21-22=0/2299, 20-21= 0/2299, 19-20=0/1031, 18-19=-397/520, 17.18=-397/520, 16-17— 155/516 WEBS 10- 19=-2127/0, 10-20=0/1069, 9-20=•1024/0, 9-22=0l710, 7-22=-669/0, 7-23=0/702, 2-27=- 1883/0, 2-26=0/885, 3-26=-835/0, 3-25=0/511, 4-25=-494/0, 4-24=-132/555, 5-24=- 283/16, 14-16=-603/180, 12-19-1174/0, 14-17=-373/6 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 16. 4)'Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used to the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • VwW dedgn parameters and READ NOTES ON TH S AND INCLUDED MREK REFERANCE PAGE M67473 rov. I&OMIS BEFORE USE Dedr;n valkl fa use only with MlleW Conneclas. ]his design Is based only upon parameters sMwn. and Is gar an individual rAilding component. riot b a trusssystem. Before use. the building designer mtrsl vedfy the applkabllly of desion parameters and property Woglorale this design Into the overall Mahn design. & acing IMlcaled Is to pevent btrctdtng of Individual Truss web and/of chord members only Ad<9lbnal temporary and permanent bracbng MiTe k' Is alwoys regtired got slabxllly and to prevent collapse with possible personal k*ay and properly damage. For general guidance regarding the folxlcatlon, storogo, delivery. etectlon and tnrackng of frtmes and miss systems seeANSUiPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd Safety information ovaltalNe from truss Plate institute. 218 N. Lee Street. Suite 312. Mexandrlo. VA 22314. Tempe, FL 33610 Job russ Truss Type 0 b T10468136 T80085 F11 Floor Truss Job Referents o tional o,,,,e.o .,,....,...... ,.,.w.. ...... ....r........... .......... ID:pv1 GOtZRPskYM1UZTvPtifzrttbHK-5RoYhVOk?ndSBv88W_Yc24mglsNybW 5axKB?3zkDEk a+•a 21.3.0 2.6.0 1-"1-0-1 2.6.0 2.5.15 2$•0 18 H i fi-0 —I—I I1:50 6 3x4 = 06 = 3x4 = 30 = 3x6 FP=3x4 = 4x6 = 44 = 30 = 30 = 2 3 4 5 6 7 a 9 10 11 12 13 14 3315 28 27 26 25 24 23 22 21 20 19 to 17 16 3x6 = 4x6 = 30 = 30 = 30 = 3x12 MT20HS FP= 06 = 3x6 = 30 = 30 = 06 = LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.36 24 >759 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.96 Ven(TL) -0.56 24 >489 240 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr YES WS 0.65 Horz(rL) 0.12 16 We n1a BCDL 5. 0 Code FBC20147rP12007 Matrix) Weight: 157lb FT = 20%F, 11% E LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. (lb/ size) 16=260/0-7-4, 19=1756/0-5-11, 28=1228/0-7-4 Max Uplift 16= 47(LC 3) Max Grav16= 345(LC 4), 19=1772(LC 9), 28=1232(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2514/0, 3-4=-360310, 4-5=-4456/0, 5-6=-4456/0, 6.7=-4456/0, 7.8-415310, 8.9- 4153/0, 9-10=-3421/0, 10-1 1=-2250/0,11.12-62/623, 12.13-62/623, 13-14=- 392/262 BOT CHORD 27-28=0/1846, 26-27=0/3155, 25-26=0/4026, 24-25=0/4456, 23-24=0/4392, 22.23=0/3892, 21-22= 0/3892, 20-21=0/2933, 19-20=0/1535, 18-19-262/392, 17-18--262/392, 16.17=- 262/392 WEBS 11- 19-2269/0, 11-20=0/1156, 10-20-1107/0, 10-21=01795, 9-21-768/0, 2-28=-2154/0, 2-27= 0/1061, 3-27=-1017/0, 3-26=01711, 4-26=-672/0, 4-25=0l795, 5.25=-272/0, 14-16=- 455/303, 13-19=-810/0, 9-23=0/433, 7.23-441/0, 6-24=-300/132, 7-24=- 299/527 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47lb uplift at joint 16. 5) "Semi - rigid pilchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNWG - varl/y dosrgn psramotors and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE PAGE MO.7473 rov. 1003MIS BEFORE USE Design valid lot use only vAth Mllek® connectors. tits desW Is based only upon paameters shown. and Is lot an hdIvIdual building component. not a buss system. Itelore tne, the IxOding designer must verity the appkabUN of doalpn txsarrelers and ptopedY Incorpaato this design Into the overall IxOding design. & acing Indicated Is to prevent buckling of Individual miss web add/or chord members only. Adalikxxl temporary and permanent btcr-bV MOW is always iecruked to; slablllly and to prevenl collapse wtlh possBNe personal Injury and ptoperfy damage. For general guldalce regarding the k"Icotlmm skxago. dellvary, erection and lxcaclng of inrsses and tnrss systems. weANSIMI I Quality Cdterlo, DSB-89 and SCSI Bulyding Component 6904 Parks East Blvd. Safety Intotmotlon available horn truss Plate Insiftute. 218 N. Lee Street. Su1te 312, Alexandria. VA 22314. Ternpa. FL 33610 Job runs fuss ype tY ly T1o.6e137 TB0085 F12 Floor Truss 1 1 Job Reference (optional) Dowers rusrawrrce, ron4ro, rvnr a,ny, rvrva uaoov 0.1.8 26-0H 11 1-6-15 r 1J111 1. 5x3 II 1. SX3 = 1. 5x3 = 1 22 21 1. 50 II 1.Sx3 II 2 3 4 ID: pv 1 GOIZRPskYMrUZTvPtrjzmbHK-ZdMwurPMm4Up3jLROVn8Gdzu9GEh7LEpb4kXW zkDEI 2. 4.13 i t. sx3 II 34 FP= 1.5x3 II 1.Sx3 II 5 6 7 a 9 10 11 17 16 15 14 3x6 = 3x6 FP= Scale a 1:41.3 1 5x3 11 23 12 LOADING ( psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.76 BC 0.66 WS 0.36 Matrix) DEFL. in (loc) Vdell Ud Vert( LL) -0.17 13-14 >880 360 Verl( TL) -0.32 13.14 >482 240 Horz( TL) 0.03 13 We Na PLATES GRIP MT20 244/190 Weight: 119 lb FT = 2049F, 1149E LUMBER- BRACING - TOP CHORD 20 SP No.2(llal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2(fla1) end verticals. WEBS 20 SP No.3(llal) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. ( lb/size) 13=645/0.6-9, 17=1419/0.5-11, 20=519/0.7.4 Max Grav13=672(LC 7), 17=1419(LC 1), 20=580(LC 10) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-981/0, 3-4=-981/0, 4.5=-981/0, 5-6=0l726, 6-7=0l726, 7.8=0l726, 8-9=-1315/0, 9. 10— 1315/0, 10-11-1315/0 BOT CHORD 19-20=4/765, 18-19=0/981, 17.18_ 191725, 16.17_ 51759, 15-16= 5/759, 14-15=0/1315, 13- 14=0/911 WEBS 7-17=-268/0, 2-20_ 892M, 5-17=-1051/0, 5-18=0/562, 4-18-251/0, 2-19=0/334, 8- 17— 1179/0, 8.15=0l752, 9-15_ 327/0, 11-13— 1063/0, 11-14_-0/471 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each buss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify dselpn pwwnefae and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 mv. IMMIS BEFORE USE. Design valid for use only with Mllek® connectors. Ihls design is based orgy upon p sarneters shown. and Is la an individual building component. r a hiss system. Before use, the bxBdng deslgner mtal verily the Wplkablly xe ofdesigntanetorsand properly Incorporate Oftdesign Into the overall Ixidtng design. Bracing Indicated Is to prevent budding of IndMdtral huss web and/or chord members only. Additional lempofay and petmanent bracing M!Tek' Is always rociLlred fa stability and to prevenl cotlorAe wllh possible, persanob Injury and Ixoperly damage For general guidance regadkng the fabrication. sl wcee. delivery. erection and Mocing of trusses and tors systems, sooANSI/IPI I Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdklHe kom bust Rate Institute. 218 N. Lee Street. State 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ry T10468t38 TB0085 F17 Floor Truss I t Job Reference(optional) DYIIpO• •u6WYV pO. ,Y,q/u, rq,,, ,rnr, r,v„YY .awvv 10 9 0.1.8 ID:pv 1 GOtZRPskYMrUZTvPtijzmbHK-ZdMwurPMm41Jp3pLROVn8Gdl a9M3hAkEpb4kXWzkDEp I --I i 2.6.0 1 t•e e Scale = 1:13.4 1.5x3 11 30 = 1.Sx3 II 1 2 3 30 = 4 34 = 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In Poe) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.04 5.6 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.29 VeFt(TL) 0.04 5-6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 We n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2(llal) BOT CHORD 20 SP No.2(I181) WEBS 2x4 SP No.3(11al) REACTIONS. (lb/size) 8=371/0-7-4, 5=371/0-9.8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/0 BOT CHORD 7-8=0/423, 6-7=0/423, 5.6=0/423 WEBS 2-8=-491/0, 3-5=-491/0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbieaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify design paramNors and READ NOTES ON THIS AND WCLUOED UREK REFERANCE PAGE MB•7473 rev. 1093,2015 BEFORE USE Design valkJ lot use only vAth 1011106 Connectors. It& de*p is based only upon lyaarneters spawn. and Is la on hdlvIdual building component. not a arcs syslem. Belore ire, the txgding designer must verify the aplAlcabillty, of design pxuarnetors and Iroperly hcorpotato title doslgn hto the overall building design. 9ochg 6xJkaled Is to prevent txrcldhg of IndlvldtKA Inm web and/or chard rnernlxns only. Additional temporary and pwmanenl txachg MiTek' Is always regaled lot stability and to prevent collapse with possmte personal h}ay and Ixopedy damage. For general guklorlce regarding the falxhatlon, storage, delivery, erecllon and txackrg of Inrsses and truss systems, seeANSI/IPI I Quality Clledo, DSB-89 and IICSI Building Component 6904 Parke East Blvd. Safety Information availatAe horn Truss Plate hstitule, 218 N. lee Street, Suile 312. AJoxandda. VA 22314. Tarrgo. FL 33610 Job runs Type N T10468139 TB0085 FIB ITrussFloorTruss I 1 Job Referents tronal ovrwers rvsrowrce. ,amps, rwm vvr. rwn.vv u.vv ID:pv1 GOtZRPskYMrUZTvPlipimbHK.ZdtvlwurPMm41Jp3jLROVnSGd4b9Jch9XEpb4kXW zkDEj 0.1.8 F I 2-" 2.1-9 1.3-0 I 1.Sx3 II 30 = 1 2 1.5x3 11 30 = 3 4 Scale = 1:17.0 77 1 5x3 = t.Sx3 — G B 7 3x4 = 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Veri(LL) 0.10 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 051 Ven(TL) 0.16 6-7 673 240 BCLL 0.0 Rep Stress Iner YES W B 0.22 Horz(TL) 0.01 6 We n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.201at) BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flal) REACTIONS. (lb/size) 9=482/0.7-4, 6=482/0.9.9 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-654/0, 3-4=-654/0 BOT CHORD 8-9=0/654, 7.8=0/654, 6-7=0/592 WEBS 2-9=-759/0, 4-6=-691/0 30 = PLATES GRIP MT20 244/190 Weight: 48Ib FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fbaty model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 0 WARNING- Verf/y des/yn pomnssfays and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE N67473 rev. 1810"15 BEFORE USE Design valid for use only with Mlle*® Connectors. this design B Rased Only upon paaamelefs sdown. and Is for an Individual building component, nor a trurss system. Before use. Ito txUdng designer moat verify the app lIcabillty of design parameters and properly Incorporate thisdesign Into the overall bxOdng design. Bracing Indicated Is to prevent bucldlng of Individual trus web and/or chord members oily. Additional temporary and permanenl bracing WOW Is always reaa4red la slabllly and to prevent collapse wllh pos5"e persond Inkay and property damage. Tor general guidance regadbng the labk: alb n. storage, delivery, erecrbn and bracing of Irises and inns systems. secANSVIPI I Ouallry Crltarla, DSB-89 and BCSI BulldW9 Component 6904 Parke East Blvd. Salary Irdormatlon ovaltabre from Truss Rate institute. 218 N. tee Street. State 312. Alexandria. VA 22314. Tampa, FL 33610 Job TFUSS Fuss I ype oty Ply T10468140 TB0065 F19 Floor Truss t t Job Reference (optional) I D:pvl G0tZRPskYMiUZTvPtfjzmbHK-1 pw16BP_XOtARDHX?k00hTADkZhMOcdO2FpH3yzkDEi 0.1.8 F I 2.6-0 i 1- 1 1.9.12 30 = 1.5x3 II t.Sx3 II 30 2 3 4 5 Sole = 1:18.6 i 1.5x3 = 1.Sx3 s bD 6 s 9 8 30 Ara = s s• 30 = LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In poc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Ver1(LL) 0.05 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) 0.09 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz( L) 0.01 7 n/a n1a BCDL 5.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(Ilat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 10=533/0.7.4, 7=533/0.8.0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-82110, 3-4=-821/0, 4-5=-821/0 BOT CHORD 9-10=0/681, 8-9=0/821, 7-8=0/681 WEBS 2-10=-794/0, 5-7=-794/0, 5-8=0/333, 2.9=0/333 30 = PLATES GRIP MT20 244/190 Weight: 53lb FT = 200,191', 11%E Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pttchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedly design parameters and READ NOTES ON TWS AND INCLUDED MREK REFERANCE PAGE mg-7473 rev. If wwIS BEFORE USE DeOW valid for use only Win Mllek® connectors. Inls design Is based only upon parameters sWYA). and Is for an hclWldxb bolding component not a truss system. Before use, tho to/IcAng deslgner must vodfy the applIccfy of clWO) paornelers aril proporty Incorporate In6 design Into lire, ovorallm"I btficlN design. Brachg In lksated Is to prevent buckling of Individual truss web and/a chord members only. Addllloncll temporary a1cl permanent bracing WOW Is always regt4led for slatAlly and to prevent collapse wllh posWe personal trtlury and p loPedy damage. For general gtddalce regarding the fabrication. storage. delivery. erection aKl bracing of Irtrsea (W truss syslorns soeANSI/IPI I Quality Cdleda, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety information ovdtallle earn truss Plate Institute, 218 N. lee Street. Sulle 312, Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type oty ply 710468141 T80085 HR02 Diagonal Hip Girder f 1 Job Reference Clonal 1...1...... .. Icon C.r CAA 17 te I7•ll01117 Dnn. l BUadere F1111150111Ce. 181np8. vienl lay. r mrlea 44Doo....---..r..--_._.._._.....___...__...._. ... ID:pvIGO1ZRPskYM1UZTvPGjzmbHK•Ipwt6BP XOIARDHX7k00hTA9MZatOdYO2FpH3yzkDEt t•5-0 6.2.11 9.9.5 1.5-0 6.2.11 3.6.10 3x6 = 995 9.9.5 20 11 Scale = 1:23.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.17 5-8 697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.51 5.8 229 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 HOrz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 43 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 2x4 SP NO-2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=380/0.10-15, 5=553/Mechanlcal Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1055/0, 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-479/351 Structural wood sheathing directly applied or 54-11 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 fall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-tO-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4_ 132(F=-39, B=-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14 ) 0 WARNING • VwW design perametere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE M67479 rev. W113"Is BEFORE USE EtDesignvolkllauseonlywtlhMllek® connectors link design It based orgy upon parameters shown. and Is lot on Individual holding component. not a bust system. Belore use. the tAdldhg designer must verify the applicablity of design, parameters and poperly incorporate this design Into the overallAddlllonallempararyandbracfrgg MiTe k' building design Bating UxAcaled Is to prevent buckling of InIMclual trips web and/or chord members only. permanenl Is always 1eg16ed for slablllly and to prevent collapse wilh lossIlAe personal IMny and properly damage. Fa general guidance legadlng the fabrication. storage, delivery, erection and cbrang of trusses and muss systems. seeANSI/IPI I Quality Criteria. DS8.89 and SCSI flulldlrp Component 6904 Perks East Blvd Safety Information available from bus Rate InstlMe, 218 N. Lee Sheet, Suile 312. Alexandria VA 22314 Tempo, FL 33610 Job Truss Truss Type oty Ply Tt0e6ate2 TB0085 HR03 Diagonal Hip Girder 1 1 Job Reference(optional) Builders Fost5ource. Tampa. vionr uny. rgtgo &zob ..v+v a w, ,• • ..• e- . ID:pv 1 GOtZRPskYMIUZTvPtilzmbHK-VOUgJXQdii412MsjZRXFDhlRay5Z960XGuZrcOzkOEh 1.5-0 3-5.10 1-5.0 3-5.10 Scale = 1.10.8 2x4 = 3.5.10 35.10 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hors( L) -0.00 3 We nta BCDL 10.0 Code FBC2014/TP12007 Malrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=29/Mechanical, 2=148/0-5-5, 4=18/Meehanical Max Harz 2=80(LC 6) Max Uplitt3=-60(LC 6), 2=-111(LC 6) Max Grav3=29(LC 1), 2=148(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will III between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 111 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2_ 54 Trapezoidal Loads (pit) Vert: 2=-3(F=25, B=25)-to-3=-47(F=4, B=4), 2>0(F=10, B=10)-to-4=-17(F=1, B=1) 0 WARNING • Verily dodgn jawarnefem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev. IOWMI6 BEFORE USE. DeAp valid for use only vAth Mllelt® Ctxvtectors. TIM tde9gn is based only upon parameters Onovm. and Is lot an hdNkhal buldfrtg component. not a htm systetn. Before too, the b4fidh0 deskfner must verity the aWir-ob111y of design patarneters and properly Incorpaale n* design Into the overall txAcIting design. Bacho Irxdkalod is to ixevent L-trcldlrtg of IrxflvkdtKA tnrsswob and/or chord rnemtors only. Addlllorxl temporary and permanent Ixacing WOW Is always regtlied for stablllly and to rxevenl collapse wllh possible personal "jy and Ixol erly damage For gerxtral grldance regardng the kIIxlcatlon, storage, delivery. erectlon oral Ixachlg of Irtmes cmd tnm syslerm seeANSIf M I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Slid. Solely Information ovallc"e from trim Plate Institute. 218 N Teo Sheet. Salle 312. Alexandria. VA 22314. Tempo, FL 33610 Job Truss Truss Type ty 710468143 T80065 HRO4 Dm9onal Hip Gndei 1 t Job Reference (optional) Buadere F94150=8. r ampo. rioni cny, Forma j moo - ^r• • o a .^ • •.-^•- -.- ID:pv 1 GOtZRPskYMiUZTvPtijzmbHK-VOUgJXOdli? 12MsjZRXFDhiPjy2796OXGuZrcOzkDEh F 1.5.0 _ 5.6.6 1-5-0 5.6.6 20 11 20 = 2x4 II LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL 7.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 ' Rep Stress Incr NO WB 0,00 BCDL 10.0 Code FBC20141TPI2007 Matrix) DEFL. in poc) Well Ud Ven(LL) -0.04 2-4 >999 240 Ven(TL) -0.09 2-4 >712 180 Horz(rL) 0.00 We n1a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=165/Mechanical, 2=196/0.5.5 Max Horz 2=98(LC 6) Max Uplift4=-64(LC 8), 2=-119(LC 6) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:15.7 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 5-6-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconrurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 119 lb uplift at joint 2. 6) *Semi -rigid pltchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Ven: 2=-3(F=25, B=25)-to-3=-75(F— 10, B=-10), 2=-O(F=10, B=10)-10-4_ 28(F=-4, B=-4) 0 WARNING - VedlT dosrpn parem Jana and READ NOTES ON THIS AND INCLUDED 107EN REFERANCE GAGE M67473 mv. 100"015 BEFORE USE. Design vatkl for use only with Mllek® connectors. this design It based only ur»n parameters shown. and Is for an Indivlckiat Ixlding component• not a buss system. Before use. the btbdhg designer mtal verify the applicability of design Ixacimetem and property Incorpoiate 9tk design Into the overall building design. Bracing Indicated Is to Woven) b ucbdirtg of IndNWual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 6 always nectutred for stalAlty and to ixevenl collapse with posslple personal Inky and W operly damage. For genefOl 00ckroe regarding the fabolcoll n, storage. delivery. woellon ctrxl Ixacing of trusses and lass syslemi seeANSI/iPI I Quaily Criteria, DS11-69 and SCSI Bullding Component 6904 Parke East Blvd. Safely Information avallaNe from buss Plate Itstllute. 218 N. Lee Street. State 312, Alexandria. VA 22314. Tampe. FL 33610 Job rrus truss I ype ry ly T10469144 TB0065 HR05 Diagonal Hip Girder 1 t Job Reference(optional) Buaders FnslSource. tempo, ram cry, rrorroo ssaae ID:pv1GOIZRPskYMrUZTvPtijzmbHK-VOUgJXOdli?12MsIZRXFDhiK6yw694oXGuzrcOzkDEh 1.500 6-2.11 _ 9.9.5 1.5.0 6.2.11 3.6.10 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.17 5-8 697 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.51 5-8 229 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=380/0-10-15, 5=55WMechanical Max Horz2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9= 1056/0, 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3.5=-479/351 Scale = 1:23.1 20 11 PLATES GRIP MT20 244/190 Weight: 43lb FT = 20"a Structural wood sheathing directly applied or 5-4-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the thus are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) Vert: 1.2— 54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-to-9=35(F=25, B=25), 9— 5(F=25, B=25)-to-4 132(F=-39, B=-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) Q WARNWG - Verify design permuerws end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 mv. raWW I S BEFORE USE. Design vall d for use only with Mllek9conneclors. ft design Is based orgy upon parameters shown. and Is for an In hAdual building component. not a suss system. ftefote rise, the Ixgdl ng designer must verify the al)OIcaWlty of design paramolersand IroPerly I caporate it% design Into the overall Ix/ding ® acing Indicated Is to txalding Individual Iruss web and/or chord members only Add911orol lempofary and permanent bracing MiTek' design. prevonlofIsalways required for stability and to prevent collapse wllh possible persorol Wray and property damage. For general guidance regarding 00 6904 Porke East Blvd fabrlcatlon. storogo. delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria. DS6.69 and IICSI Wilding Component Tempo. FL 33610 safety.ormallon ovallahlefromtrussPlateInstitute, 218 N. Lee Sliest. Sulto 312. Alexandria VA 22314. Job Truss Truss Type NPly T/a68us 780085 J07 Jack -Open Truss t 1 Job Reference Donal Vullaere r951A01 rce. lame. ..._-- zmbHF3?7u'gW.._ ....__.. ....-.-__.. _ 8_ ID:pv1 GOQRPskYMrUZTvPGjzmbHK-zC23X1RF317ugW Rv693UmuFdvMS7uZghVY108rzkDEg 0.10.15 1-0-0 0.10.15 Scale = 1:6.9 20 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-10/Mechanical, 2=121/0.4.0, 4=9/Mechanical Max Horz 2=39(LC 12) Max Uplilt3=-10(L0 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=121(LC 1), 4=17(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL--4.2ps1; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10lb uplift at joint 3 and 57 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks wilh fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vedl y design perernaron end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. it OMlS BEFORE USE Design valid for use only with Mtlek® connectors. INs design is based only Upon lxsarnefers s110wn. and Is for an Individual building component, not a btas system. Before use, the IxBdblg dersigrler mini vedty the applicakAlly of design parameters ce-4 Properly Incorporale S16 design Into the overall txBding design. ®acing Indicated Is to prevent btsetdlng of IndMdual truss web aril/or chord members only. Addlllonul lemporary and permanent bracing WOW Is always regtlred for slatAlly and to prevonl collapse with possible personal Irlkrry and Ixoperty damage. For general Dtddance regarding live labrlcolloa storage. delivery, erection and bracing of Inraes and Into systems seeANSVTPI I Quality Cdlerb, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallable from buss Rate Institute. 218 N. Lee $beet. Srdte 312. Alexandria, VA 22314. Tempe, FL 33610 FUSS Truss Type Q ty N 710468146 TB0085 JOB Jack -Open True* 1 t Job Reference(optional) UUYaer* raerbource. Pampa. V.Y.IIBnrrR .JaaoV ..____..r. ._._._.._. _.. ...___...__. ..._ _ _ _- ,-- I D:pvl GOIZRPskYMiUZTvPUIzmbHK-zC23XIRF3?7ugW Rv693UmuFdhMR_uZghVY108rzkDEg 10 0 2.10.15 1. 0.0 2.1055 Scale: 1'=1' 2x4 = LOADING ( psi) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=59/Mechanical, 2=176/0-4-0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Uplift3= 57(LC 12), 2— 58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in poc) Well Ud PLATES GRIP Verl( LL) 0.00 2-4 999 240 MT20 244/190 Vert( TL) 0.01 2.4 999 180 Horz( TL) 0.00 3 n1a Na Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 5CDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpI=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of inns to bearing plate capable of withstanding 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily doOgn paromofore and READ NOTES ON THIS AND INCLUDED M?EN REFERANCE PAGE Mll-7473 rov. laOMIS BEFORE USE. Design valid fa use only Win MI lek0 connectors. U* design Is baser) only upon parameters shown. and Is for an Individual building component. not a cuss system. Before kno, the building designer must verify the ol)olc lAlfy of design Ixuarnelers and Properly Inconporato this design Into the overall larding design Bracing Indicated Is to lxovernl buckling of Individual buss web and/or chord members only. Additional temporary and pxnmanent bracing WOW h always required for statAlly and to prevent collapse with possible personal IrrRay and properly damage. For general guidance regarding the fabrlcatkbrx slorago. delivery. erection and txacing of trusses and Inrss *tern, soeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd Safely Information avdlafAe Rom truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Jobrush Truss Type ty T10468147 TB0065 JOB Jack -Open Truss 101 t Job Reference tional Dwww t%urraers"riabbource. rampo. r'IOnr filly. FPmaJ ov ID:pv1 GOtZRPskYMiUZTvPlijzmbHK-ROCRkDStgJFIIgO6gsal16olrmkFdOwgkC2ygHzkDEf 1-0-0 4.10.15 1 g 0 4.10-15 20 = 4.10.15 A_tn_ k LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In poc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 2.4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2-4 780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=119/Mechanical, 2=244/0-4-0, 4=47/Mechanical Max Horz 2=126(LC 12) Max Uplif13= 107(LC 12), 2— 67(LC 12) Max Grav3=119(LC 1), 2=244(LC 1), 4=94(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oC puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=25111; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with Ifxed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verity dedgn paramotevs and READ NOTES ON THIS AND INCLUDED MREK REFERANCE CAGE M1167473 rev. 1WSW IS BEFORE USE. EtDeskplvalklforuseonlywithMllek®connoctas. lnls dleslgn Is based only upon Ixrameters shown, and Is la an IndMdual b uildfrng component. not a fruss syslern. Before use, the blildl8ng designer mini verify the applicabilly of design pxrameters and poperly incapoialo this dlesign Into the overall bidding design Bacing Indicaled Is to proven trickling of Individual Iruss web and/of chord members only. Additional tomlxrary and permaneni bldralnp MOW Is always recluAed lot stability and to prevent collapse with possLLNe personal Infury, and properly damage. for general guidance regarding the labrk:allon. storage, dlellvery, orocibn and txacing of trusses and truss systems. seeANSI/1PI I quality Cdtwlo, DSB-69 and SCSI Bulkfing Component 6904 Pouke East Blvd Safety Information available from Truss Plate Institute. 218 N. Leo Skeet. Suite 312. Alexanddo. VA 22314. Tempo. FL 33610 Job Truss Truss Type 0 b ply Tt0466t46 TB006S J10 Jock -Open Truss f 1 Job Reference(optional) ou4(1*18 Fnstbource. rompo, rwrn any, norm* aeaco , ..-., _..,,. •- ••-•_.. •••--- ..._..... ID:Dvt GOtZRPskYMiUZTvPtgzmbHK•ROeRkDSIgJFIIg06gsai16ogomhUdOwgkC2ygHzkDEI r 1-0-0 7-" 1 0.0 7-" 30 = 7-" 7-" 1P Scale = 1:22.2 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 2.4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,51 Vert(TL) -0.26 2.4 >308 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or "-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=319/0-4.0, 4=81/Mechanical Max Horz2=172(LC 12) Max Upl1113=-133(LC 12), 2=-78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuI1=139mph (3-second gust) Vasd=108mph; TCDL--4.2ps1; BCDL=6.Opsl; h=25ft-, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at Joint 3 and 78 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vadly design panmoters and READ NOTES ON THIS ANOWCLUOEO AUFEK REFERANCE PAGE IWI.7473 rev. 189"15 BEFORE USE Design valid for use orgy calm lv91ek0connectors. Itds design It based only upon pwanelorssdnovm, and Is for on Individual building component, not a ktis system. Before rise. the IxAkling designer rmrst verify the apdk;abBty of akrJgn parameters and properly hcoq-oralo this design Into the overall ridding design. Racing Indicated Is to prevent btrddkng of Individual Iruss web and/or chord members only. Addllonal temporary aid permanent txaclng MOW Is always regthed for sklAlty and to prevent Collapse wllh pessM personal Inkay and property damage. For general guidance iegadhV the fabrk:afkxn, storage. delivery, erection and bracing of busses and Inns systems seeANSi/TPtl Ouogly Crltoft. DSS-69 and SCSI Building Component 6904 Pork* East Blvd. Safety information ovdlatle from bliss Plate Institute. 218 N. Leta Street. Suite 312. Aiexantlla, VA 22314 Taupe. FL 33610 Job Puss Puss I ype oty Pry Tt046Bt19 T80085 J11 I Jack -Open Truss t t Job Reference(optional) Buddera Fustsource. Iam". Plant Gay. Flortoa 33be6 v ^V, , • cv,o — — • ^'tea•••". • • . • • "' • • r I D:pv 1 GOIZRPskYMtUZTvPGIzmbHK-wbApxZTVadNcvgblEZSyrJKvmAvbMNMzzsnVClzkDEe 4.1-6 _r 7-" 4.1-6 2.10.11 Scale = 1:22.4 3x4 = ax* 11 30 = 4.1.6 2.10.11 Plate Offsets (X Y)•- 15.0-4.4 0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in Poc) Vdeil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.04 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(TL) -0.08 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.44 Horz(TL) 0.01 4 We n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.8.9 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 10-" oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=1550/04-0, 4=907/Mechanical Max Horz 1=149(LC 8) Max Uphill-460(LC 8), 4=-329(LC 8) Max Grav 1 =1 550(LC 1), 4=958(LC 15) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1.2— 1337/336 BOT CHORD 1-6=-403/1180, 6-7_ 403/1180, 5-7=-403/1180, 5-8=-403/1180, 4-8=-403/1180 WEBS 2-5=-307/1251, 2.4=-1463/499 NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460lb uplift at joint 1 and 329 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1059 lb down and 340 lb up at 1-0-12 on bottom chord. The deslgn/sefection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-3=-54, 1-7=.20, 7-8=-246(F=-226), 4.8=-20 Concentrated Loads (lb) Veil: 6=-1059(F) 0 WARNING - Vedly d*s/gn parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M1167473 rev. 106=15 BEFORE USE. Design volkl lot use only with Mllek®conneclors. this desIgn It based only upon parameters shown, and Is la at kx lvldtxrt hxrWktg component, not a truss system. Belote use. the building designer mtnl verify the aWIcabtilly of design parameters and properly Incurate Iltk design Into the overall txdding design. Bracing Indicated Is to prevonl bxscldlrvj of Individual tnrss web and/or chord members only. Additional temporary and permanent broctng WOW Is always terltised lot stability and to prevent cdtgne with possible personal hp W and poperly damage. For 0enesal guidance tegardlng the lalx1cotkln, storage, delivery. esectlon and bracblg of trusses and Insss systems soeANSVTPI I Quality Criteria. DSB-89 and BCSI Bullding Component 6904 Pork* East Blvd. Safety Information ovallWe Oorn Suss Hate enlllute. 218 N Lee Street. Sulle 312, AlexandFlo. VA 22314. Tampa. FL 33610 Truss Truss Type yply T1046B150 T80085 J12 Jack -Open Truss t t Job Reference(optional) aUUders FU615ource, ramp". Yrant Gay. Florraa JJbbb ,.o+v a np„s cv,o w .c n,vvu„vs. mc. .,, r.v ,, ,+.+v ,. cv,, r.W. , I D.pvt GOtZRPskYM1UZTvPgjzmbHK-wbApxZTVadNcvgblEZ5yrJKzBASoMTAzzsnVCjzkDEe 1-0-o 2-6-8 1-0-0 2-6-8 20 = 2.6.8 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WE, 0.00 Horz(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=47/Mechanical, 2=164/0-4-0, 4=23/Mechanical Max Harz 2=74(LC 12) Max Uplif13= 47(LC 12), 2=-57(LC 12) Max Grav3=47(LC 1), 2=164(LC 1), 4=46(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1,11.1 PLATES GRIP MT20 2441190 Weight: 10 lb FT = 20%. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcuirent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 57 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - yerUy dedyn pwarnatere and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIF7479 rev. 189MI S BEFORE USE Design valid for use orgy with MllekS connectors 1t* desVn It based only upon parameters shown, and Is lot an Individual building component. not wtafilmsystem. Bolore use, the building designer must verify the applicability of design pmarneters and properly Incorporate Itth design Into Iho overall buildingdesign [iroehg IrWlcated Is to buckling of individual miss web and/or chard mornbers only. Additional temporary and permanent bracing MiTek' preventIs always required for stability and to prevent collapse vAlh possible personal aVl+y and prop=M damage. For general guidance iogardtng the 6904 Paike East Blvd. fatAcatlon. storage. delivery, erection and bracing of trusses and truss systems. seeANSI/IPI I Quality C41edo. OSB-89 and BCSI SuBding Component Tampa, FL 33610 SafelyInformationovallableBornbussPlateInstitute, 218 N. lee Skeet. Suite 312. Alexandda. VA 22314. Job Truss Truss Typo N N 710468151 TBOOSS J13 Jack -Open Truss 1 1 Job Reference (optional) awroersresraource.lanwa. rism iry.rgrgooaaoo _.w•••••••••^.••-••..•....•..... _.__..-_.. .__ ID:pv 1 GOtZRPskYMiUZTvPtilzmbHK-wbApxZTVadNcvgblEZSyrJKzHABoMTAzzsnVCjzkDEe 2-6.8 2-6.8 20 = n N N LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 1-3 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(TL) 0.00 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) 0.00 2 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 1=86/0.4.0, 2=62/Mechanical, 3=23/Mechanical Max Horz 1=56(LC 12) Max Upliftl=-12(LC 12), 2— 57(LC 12) Max Grav 1=86(LC 1), 2=62(LC 1), 3=46(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puffin. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 57 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vorlly dedpn paremebrs and READ NOTES ON THIS AND INCLUDED UfrEK REFERANCE CAGE 411F7173 rev. I&MI VIS BEFORE USE. DWM valkl for use orgy vAth Ml lek® connectors thisde0gin Is based only upon paiameton shown. and Is For an Individual building component. not a buss system. Before uso, the btllaft designer must verily the applicability of design pmarneters and txolxMy btcogtoioto this design Into the ov.1191 bidding design. Bating Indicated Is to prevent budding of Individual in= web art/or chord members orgy. Atldllonal temporary and permanent bating WOW It always requited lot slat -Ally and to pievont collom wllh possible personal k*jry and property damage For general guidance regal dung the labilcatlon, storage, delivery. erection and bracing of tnmes and Inns systems, sooANSI/11PI I CuoUly Cdledo, DSS-89 and SCSI SutiftV Component 6904 Parke East Blvd. Safety Information ovdlable horn buss Rate Institute. 218 N. lee Street. Suite 312. Alexandria, VA 22314. Terpa, FL 33610 Job I russ Truss Type oty Ply Tt04fi8t52 TB0085 J14 Jack -Open Truss tI t I Job Reference (optional) tsuncele ID:pv 1 GOtZRPskYMiUZf vPtijzmlzmbHK-On189uT7LwVTX_AUoHeBOXl8A0TN5wP7BW X219zkDEd 1 0.0 1.10.15 1-0-0 1.10-15 Scale = 1 9.5 20 = 1.10-15 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(R) -0.00 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(R) -0.00 3 rda n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 8lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=35/Mechanical, 2=140/0-4-0, 4=19/Mechanical Max Horz 2=61(LC 12) Max Upl1113=-34(LC 12), 2=-52(LC 12) Max Grav3=35(LC 1), 2=140(LC 1), 4=37(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf,, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 52 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedpn Peremetors end READ NOTES ON THIS AND r xLUDED MREK REFERANCE PAGE MD-7479 rov. 1693W IS BEFORE USE Design vdkl for use only with lv91ok9 conneclofs. thisdesign is tamed only upon j>wor lelers 9wwn, and Is for an hilly dual building component, lei o Inns system. Belote use, the building desigrer must verity the app0ccrblity, of design PCVc;meIQIS and ixoporiy Incorpgale this design Into the overdl building design. Bracing IndJkaled Is to prevenl b milling of Individual truss web aril/or chord members orgy. Addlion l lempadny and permanent bxacing M iTek' It always tequbed low stcdAlty arnd to prevent collapse wilh possible personal frnixy and ptoperty damage. for gemcd gubiooe regardng the lcdxlcallon. slacgle. delivery. ewecflon and bracfrng of trusses and duns systems soeAN51/1PI I Quality Criteria, DSB-89 and SCSI Suliding Component 6904 Pork* East Blvd. Safety IMormallon wdlable from truss Plate Institute, 218 N. Lee Street, Su lle 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type tY Tt0469t53 T80085 its Jack -Open Truss 1 1 Job Reference (optional) Builders FusiSoutce. lamps. rant "y. Fronos siege ,.;^v • ^v, ,• &v,v — un ,•-m•,rma" .^Z. .... ---.. . -v . ID:pv1 GOtZRPskYMiUZTvPtgzmbHK•On1B9uT7LwVTX_AUoHeBOXt7OaRJ5wP7BW X219zkDEd 1-0-0 4." 1-0-0 4.0-0 - Scale = 1:14.8 2x4 = 4_-" 4-0-0 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(ILL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 2.4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=92/Mechanical, 2=212/0-4-0, 4=38/Mechanical Max Horz 2=106(LC 12) Max Uplift3=-85(LC 12), 2=-62(LC 12) Max Grav3=92(LC 1), 2=212(LC 1), 4=75(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf-, BCDL=6.Opst; h=25ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone, cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building tale.' Q WARNING - Verily des/fin parameters and READ NOTES ON THIS ANDWCLUDED NREK REFERANCE PAGE MIF7173 rev. 160310IS BEFORE USE. Doslgn valid for use orgy with Mnek® connectors. This design Is based orgy upon patameters shown, and Is for an kWlvkkrd brldfrng component, not a buss system. Before tne. the bOdng designer must verily the applicability of dtesl©n parameters and piopelly Incorporate this design Into the overall building design. Bracing indicated Is to prevent bmidting of Individual truss web and/or chord members orgy Adclllk and temporary and permanent Nod WOW Is always reaplred lot slab0ily and to prevent collapse with possible personal Wiry and property damage. For general guidance iegadng Iho labrkatkbn, storago, delivery. erection and basing of Irtuses and inm systems, seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdormaaon ovdtabe from Truss Plate Institute. 218 N. tee Street. Sulte 312, Alexandria. VA 22314. Tonga. FL 33610 Job I ruse Truss Type Qty Ply Tt0468154 T80085 Jf 6I Jack -Open Truss 1 1 Job Reference(optional) Buaders Fnctsoures, tempo, rram cay. rrorros a ores ID:pv1GOIZRPskYMiUZTvPbli bHK-szHZMEU16EdK981hL_70wkOJczp4gNIGOAGeHczkDEc 1-0-0 0.10.15 1-0.0 0.10.15 Scale a 1:6.9 20 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in 17oc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Mainx) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=-14/Mechanical, 2=125/0-8-0, 4=8/Mechanical Max Harz 2=39(LC 12) Max Uplilt3=-14(LC 1), 2=-60(LC 12) Max Grav3=13(LC 8), 2=125(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING . Vorffy dadgn paramoton and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE i19.7173 rov. 14V300IS BEFORE USE. Design valid for use only with Milek® connectors. lids design is bored only upon marneters shown. and Is lot an individual bullding component, nDl a Orbs syslem. Before use, the building ah/signer must verify the ayxplk:ablity of design pain aelers and properly hc0#por0t0 this design Into the overall building design. Racing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bioctng M iTe k' Is always required lot stablily and to prevent collapse with possible personal "and property danage For general guidance tegaid ing the Ia bilcalkxn, storage. delivery. erection auxd bracing of tnrsses and Miss systems, sf*ANSI/WiI Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable train Truss Plate Orstitule, 218 N. too Street. Stito 312, Alexandria. VA 22314. Tempo. FL 33610 Job r1156 Truss Type oty ply T10468155 TB0085 J17 Jock -Open Truss 1 1 Job Reference (optional) HUtleere 1-e6lbource. r empa, dent uay. frorrao i i oo ^r, ,. & ^" •." •," — r ^o• ••,`-• • • , ^" • •'• • IF ID:pv 1 GOtZRPskYMtUZTvPtijzmbHK-szHZMEU16EdK981hL_76wk6JJzo4gNIGOAGcHczkDEc 1.0-0 2•t0•t5 1-0-0 2•tats ' scale, 1'a1, 20 = LOADING (psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8.0, 4=25/Mechanical Max Harz 2=82(LC 12) Max Uplilt3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten.. All forces 250 (lb) or less except when shown. DEFL. In loc) Vdefl Ud PLATES GRIP Vert(LL) 0.00 2-4 999 240 MT20 244/190 Vert(rL) 0.01 2-4 999 180 Horz(rL) 0 00 3 n/a We Weight: 11 lb FT = 20%6 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASIDE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf, h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) lot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vorffy dosfyn parametersend READ NOTES ON THIS AND INCLUDED Mf UK REFERANCE PAGE MB-7473 rov. fMMS BEFORE USE. Design valld too use only with lvtllek® Connoctors. INs design Is Ixssed only upon parameters shown. and Is for an 6ndlOdual building component. not a fits system. Before tose. the 1xlk9ng designer must verity Iho a T3AIcab4Ify of design Ixnameters and poperly Ineotpomlo this design Into the overall tx& dI ng design. ®acing Indicated Is to peveni buckllrtg of Individual miss web and/or chotd rnembors only. Adalikxnal lemixxary and parmanenl Ixocl ng MiTek' 6 always teWied for stabBlly and to pevent collapse weh porAB 4o personal kYta9 and poperty domoge. For general gtklance regarding She 6904 Parke East Blvd. IaUlcatlon, storago, delivery. erection and tAoci ng of Trusses and In= systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Buftng Component Tampa. FL 33610 safetyInformationovaltaMefromlrtmplateinstitute. 218 N. Lee Street. srlle 312. Alexandria. VA 22314. Job Truss Truss Type N N 710468156 780085 J18 Jack -Open Truss t 1 Job Reference Clonal aUrlaele Yrnslbource, r empa. r-raal "ity. t gmma J 00 • v+v o ny, . v cv. v .... v.....rr....v....... .......... --.. .tee- . ID:pv 1 GDtZRPskYM1UZTvPtijzmbHK-szHZMEU16EdK98IhL__70wkOGhzmHgNIGOAGcHczkDEc 1-0-0 _ 4-1.0.15 1.0-0 4.10.15 2x4 = 4.10.15 4.10.15 Scale = 1:17.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WS 0,00 Horz(TL) -0.00 3 n/a rda BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 17 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0.8-0, 4=45/Mechanical Max Harz 2=126(LC 12) Max Uplllt3=- 104 (LC 12), 2=70(LC 12) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 70lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily design paramsfars and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE M67177 rev. IWOM1S BEFORE USE Deslg t valid for use only vAth Mllek® conneclors. lhls design Is based only upon rynameters shown. and Is for an I dlNkAgl buiding component. not a truss system. Before use, the bxddding designer mrrst verity the al)NIcabllN of design parameters and rropody Inconponate Mb design Into the overall bxdding design. Bating Indicated Is to hrevenl bmirli ng of Indlvkhx9 Irtsss web and/or chord members only. Aydlanal temporary and permanent btacing WOW Is always recitbed for stability and to prevent collapse wllh possible personal frtkay and rroperty damage. For general gukkme teganding the 6904 Parke East Blvdfalrk:afkbn, storage, delivery. eIQCIIOn and bracing of misses and inns systems, seeANSI/TPI I Quality Criteria, D$6.89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstllule. 218 N. Lee Street. Sulte 312. Alexandria, VA 22314. Job rasa runs ype y ply Open 710468157 T80085 Jig Trues 1 1 Job Reference (optional) Builders resl5ource.rompo. rremt.Ty.rrorrosasaoo ID:pvIGOtZRPskYMIUZTvPtrizmbHK-KAryaaVNtYIBmHKNrerryyMPN2sZgvOlg09p2zkDEb 1-0-0 7." 1 0 0 7-" 30 = 7-0-0 Scale = 1:22.2 LOADING(pst) SPACING- 2-0-0 CS1. DEFL. In pot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 2-4 >854 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Verl(TL) -0.24 2.4 >334 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 111 FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanical, 2=324/0-8.0, 4=78/Mechanical Max Horz2=172(LC 12) Max Uplifl3=-131(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS lot reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcuirent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 81 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verity dos/pn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1OV32015 BEFORE USE Deagn valid tog use only wIlh Mllek® connectors. Ills dWM Is Iced only upon txxameters shown. and Is rot an b)dMdual Wilding component. not a Inns system. Beforo use. the lxdidg m ngdeagrietrstvedfy the aPplical%lly of design parameters and properly A1cogDorate this design Into the over(" btDdiry design. tracing Irxflcaled Is to prevent lxgeaing of IndMdtxl Irm web and/or chord members only. Ac"llonal temporary and permanent txactng WOW Is always lectured log stability and to prevent collapse with possble personal "and properly damage. For gonoral guldalce gegarding the Iabricallon. storage. delivery, erection and bracing of busses and In=systems, seoANSI/IPI1 Quality Criteria. OSS-89 and SCSI 8uliding Component 6904 Parke East Blvd Safely IMormotton avalic"e, Torn bias Rate tnstilute. 218 N. tee Street. Sulte 312. Alexandria, VA 22314. Tompa. FL 33610 Job runs Truss Type oty Ply T+w6else TB0085 R02 Special Truss Job Reference (optional) tswrders rxsibource, iampa, ram coy, rrorroa a st ao • ^r .^ •••-. -.V_ I D:pv 1 GOIZRPskYMiUZTvPtgzmbHK•KAryaaVNtYIBmHKtvierryyGYNxZZdOOfg09p2zkDEb 1 0 0 6.9.14 10.6-0 15.8-0 16.4-0 21.4-0 1-0-0 6.9.14 3.10.2 5-" 2.8-a 2.71.12 Scale = 1.39.5 5x8 = oxo — Sx8 = 2x4 II 30 = 3x6 = LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 2-12 >970 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert( L) -0.70 2-12 >357 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.87 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc puffins, except BOT CHORD 20 SP No.t end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. WEBS 1 Row at midpi 6-12 REACTIONS. (Ib/size) 9=1254/0-8-0, 2=984/0.8.0 Max Harz2=243(LC 12) Max Uplitl9=-358(LC 13), 2-259(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1579/372, 3-4-1340/295, 4-5=-312/119, 5-6=-263/138, 6-7=-2516/641 BOT CHORD 2-12— 465/1423, 11-12=-972/3934, 10-11— 1026/4145, 9-10=-641/2516 WEBS 4-12=-231/1239, 3-12-323/245, 4-6=-11821'252, 6-12=-2e64/747, 7-10=-145/847, 6-10-1810/429, 7-9=-27231692 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) -1.0-0 to 21-2-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 9 and 259 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sulficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 6-8=-94, 2-9=-20 Concentrated Loads (Ib) Vert: 6=-396 WARNMG • Verily dedyn Panmetors end READ NOTES ON THIS AND INCLUDED Af1TEK REFERANCE PAGE MO.7473 rev. 10011"0/6 BEFORE USE. MAP valid fa use only with Mllek® connecleis 9hls design Is based orgy upon rxnameters shown. and Is goo an IntllvkNal huldlny cornponenl. not maWassysle. Below tide. Iho bt/lalng designer mull verily the aWIcablity of design pnaneleis and poperly hcorpomle this design Into the ovwall IxBdblg design ®acing bxAcated Is to pevent bticklb+g of 61dNidual truss web ad/o chord members only. Addlllonal tempxary and permanent Ixacing MiTek' Is always re itdred for slablllly and to pevent eollarAe wllh p>zUe pwsonal b>)tiry and popedy damage. roe gen eial gtddo+ce we-Vmc b+g the Ic"Icallon. storage. delivery, eiecllos and IxaahV of Inmes and tniss systems, seeANSI/TPl1 Ouotlty Criteria, DSB-89 and BCSI Bullfrog Component 6904 Parke East Blvd. Safety Information ovallable born buss Plate Institute. 218 N. Lee Sheet. Stslte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type OTY Vly Tt046B159 TB0085 R03 Special Truss t 1 Job Reference SS=ql C.: C.A f] f •I'l ,Jf Mff] Dnnn t ouddereI-, ource,rompo, rramt,ny,reoreoaaaaoo •---•-+..__-.-.._.-. '- - - --- -- ID:pvl GOIZRPskYMiUZTvPtijzmbHK-oMPKnwW Oer12ORv3TPAu?9VTrnK815RZtUljmUzkDEa 1-0-0 6.9.14 10.8.0 15.8-0 18-44 18 7 12 21.4-0 1-0-0 6.9.14 3.10-2 5-" 2.8 0 0 2 8 Scale = 1:39.5 US = axe — 6x12 MT20HS= 30 II 3x4 = 3x8 — LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.23 2-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,74 Vert(rL) -0.66 2-12 >380 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WS 0.81 Horz(TL) 0.10 9 We rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11.1 oc pudins, except BOT CHORD 20 SP M 31 end verticals. WEBS 20 SP No.3 Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 5-11,6.10: 20 SP No.2 WEBS 1 Row at midpt 4-6, 6.12, 7-9 REACTIONS. (Ib/size) 9=2090/0-8-0, 2=1117/0-8.0 Max Horz2=243(LC 8) Max Uph1t9=-305(LC 9), 2-219(LC 8) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1780/287, 3.4-1531/209, 4-5=-348/108, 5-6— 268/133, 6-13— 3965/499, 7-13=-3965/499 BOT CHORD 2-12=-390/1523, 11-12=-555/4926, 10.11=-581/5245, 9-10=-499/3965 WEBS 3-12— 297/248, 7.10=0(617, 4-12— 132/1459, 4-6— 1371/165, 6-12= 3754/393, 6.10=-1423/91, 7-9=-4302/528 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 9 and 219 lb uplift at joint 2. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verity that they are correct for the Intended use of this truss. 9) 'Semi -rigid pttchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The designtselection of such connection device(s) Is the responsibility of others. 11) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Except: 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.5=-54, 6-7=-202, 7.8=-94, 2.9= 20 0 WARNWO _ Verily dedpn panurrWars end READ NOTES ON THIS ANDWCLUDED NrrEK REFERANCE PAGE M67473 rev. 10012015 BEFORE USE. Design valld for use only with Mllek® connectors Thin cWlgn It based only upon lorameters stnovm. and Is toe an kWlvkkxA txAding component, not o truss system. Before use, the IxAdng designer must verity the c"Alcoblity of design pcnameters and properly Incorporate phisdesign Into the oveedl trim Adcllkmd temporary and permanent bracing WOW IxAdtrngdesign. ®acing indicated Is to prevent budding of individual web and/or chord members only. Is always required for slabdity and to prevent collapse wllh possible personal "" and property damage. For general guidance eegaidng One fabrication. storage. delivery. erection and bracing of trusses and Inm systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Information ovallable train Truss plate Institute. 218 N. Lee Street. Seale 312. Alexandria. VA 22314 Tampo. FL 33610 Job rues Truss Type ty ly Tt046Bt59 TB0085 R03 Special Truss t t Job Reference lional tsusaere ruslsource. romps, rgnr crry, rgrgs ssaeo ID:pvl GOtZRPskYMiUZTvPlilzmbHK-oMPKnwW Oert20Rv8TPAtf19VTrnK815RZtUliMUzkDEa LOAD CASE(S) Standard Except: Concentrated Loads (Ib) Vert: 6=-164 7=-761 13-134 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-44, 4-5-44, 6-7=-187, 7.8=-79, 2-9=-20 Concentrated Loads (lb) Vert: 6=-142 7=-658 13=-1 16 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-4=-14, 4.5_ 14, 6-7=-151, 7-8= 43, 2-9=-40 Concentrated Loads (Ib) Veil: 6=-120 7=-555 13=-98 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=19, 2-4=5, 4-5=19, 6.7=-88, 7-8=20, 2.9-12 Horz: 1-2=-28, 2-4=-13, 4-5=27, 5.6-30 Concentrated Loads (Ib) Veil: 6=15 7=68 13=12 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1-2=12, 2-4=19, 4-5=5, 6-7=-59, 7.8=49, 2-9-12 Horz: 1.2=-21, 2-4=-27, 4-5=13, 5.6=12 Concentrated Loads (Ib) Vert: 6=53 7=245 13=43 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2— 7, 2-4-14. 4-5=0, 6-7-131, 7-8— 23, 2.9=-20 Horz: 1.2=-7, 2-4=-0, 4-5=14, 5-6=-4 Concentrated Loads (Ib) Veil: 6=-89 7=415 13-73 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1-2=7, 2.4=0, 4-5=-14, 6-7=-126, 7-8=-18, 2-9=-20 Horz: 1-2=-21, 2-4-14, 4-5=0, 56=37 Concentrated Loads (Ib) Vert: 6=-144 7=-666 13-117 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2-4=36, 4.5=17, 6-7=-78, 7-8=30, 2.9=-12 Horz: 1-2=-38, 2-4-44, 4-5=25, 5-6=-31 Concentrated Loads (Ib) Vert: 6=53 7=245 13=43 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert. 1-2=10, 2-4=17, 4-5=36, 6-7-59, 7-8=49, 2.9-12 Horz: 1-2=-19, 2-4-25, 4-5=44, 5-6-51 Concentrated Loads (Ib) Veil: 6=53 7=245 13=43 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1.2=29, 2-4=36, 4-5=17, 6.7=-78, 7-8=30, 2-9=-12 Horz: 1-2=-38, 2-4=44, 4.5=25, 5-6=-31 Concentrated Loads (tb) Veil: 6=53 7=24513=43 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1-2=10, 2-4=17, 4-5=36, 6-7=-59, 7-8=49, 2-9-12 Horz: 1.2-19, 2-4=-25, 4-5=44, 5.6=-51 Concentrated Loads (Ib) VeA: 6=53 7=245 13=43 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1-2=24, 2.4=17, 4-5=-2, 6-7=-131, 7.8=-23, 2-9-20 Horz: 1.2=-38, 2-4=-31, 4-5=12, 5.6= 6 Concentrated Loads (lb) Veil: 6=-89 7=415 13=-73 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=5, 2.4=-2, 4-5=17, 6-7=-112, 7-8=-4, 2-9=-20 Horz: 1-2-19, 2-4=-12, 4.5=31, 5.6=-25 Concentrated Loads (lb) Veil: 6=-89 7= 415 13-73 14) Dead: Lumber Increase=0.90, Plate Increase--0 90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-4=-14, 4-5-14, 6-7=-140, 7.8=-32, 2-9=-20 0 WARNING- Verily dedyn p4remsfers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NO-7473 rev. M11132016 BEFORE USE Deslgt vdki for use only wllh Mllek® Connectors. Bds deslgrt b based only ur»n mametersKnown. o W is to anindividual txAdfblg component. not a bras systern. Before use, the IxNc&tg designer must verily the a11WIad/N1ty of design parameters and Property Incorporate this design Into the over,. building cosign. Bracing Indicated Is to prevent bucktbng of Individual tans web and/or chord members only. Atl,llonal lemporary and permanent Mating MOW Is always iocidied for staNilty and to prevent collarAe vAth posMe personal b*ry and properly damage. For general guidance regadrtg the fabrication, storage. delivery. erection and biocIrlg of trussesatdl truss syslerrrs SWANSI/IPI I Quality Criteria, D$8.89 and BCSI Building Component 6801 Park* East Blvd Safely Information dlv,lalNe from bum Rate institute. 218 N. lee Street. Srlle 312. Alexandria, VA 22314. Terrpa. i. 33610 Job Truss Truss Type b 710468159 TB0085 R03 Special Truss Job Reference tional auuoers rrrswource. rampa, r,em many. r,v,go u.aavv .... -.._. .... __ . ID:pv 1 GOtZRPskYMIUZTvPifjzmblzmbHK-oMPKrMvW 0ert20Rv3TPAu?9VTrnK815RZ1UItMUzkDEa LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6=-75 7-350 13=-62 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-39, 24-44, 4-5=-33, 6.7=-180, 7-8=-72, 2-9=-20 Horz: 1-2=-5, 2-4=-0, 4-5=11, 5.6=-3 Concentrated Loads (lb) Vert: 6=-152 7=-707 13=-125 16) Dead + 0.75 Roof Live (bal ) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=-28, 2-4=-33, 4-5=-44, 6-7=-175, 7-8-67, 2.9-20 Horz: 1-2=-16, 2-4-11, 4-5=0, 5-6=28 Concentrated Loads (lb) Vert: 6=-193 7=-895 13=-158 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Van: 1-2=-16, 2-4=-20, 4-5=-35, 6.7-180, 7-8=-72, 2.9=-20 Horz: 1.2-28, 2-4=-24, 4-5=9, 5-6-5 Concentrated Loads (lb) Vert: 6=-152 7=-707 13=-125 18) Dead + 0.75 Roof Uve (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=-30, 24=-35, 4.5=-20, 6-7=-166, 7-8=-58, 2.9-20 Horz: 1-2-14, 2-4=-9, 4-5=24, 5.6-19 Concentrated Loads (lb) Vert: 6=-152 7=-707 13=-125 Q WARNING - Verily dedgn paremefera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. IOWMI6 BEFORE USE Design va1kJ for use only v4th MlleM connectors. "design Is bawd only upxn paarneters shown. and Is lot an bndNkkal building component not a trim system. Before use. the building designer mint verily the applicability of design predsneters and properly Incorporale this design Into the overcall building design. Bracing lna9cated Is to prevonl budding of tnoWual Muss web and/or chord members orgy. Additional temporary and permanenl bracing MiTek' Is always regtrbed got stability and to prevent cdldarne wllh possible Wsonal hW and prvprirty damage. for general guidance ieWdbng the labk:all m. storage. dollvary, ciecilo n and bracing of Inmes and Inm systems, weANSI/fPll Quality Crlterla. DSB-E9 and SCSI Wilding Component 6904 Parke East Blvd Safety Information avdlable from buss Plato Institute. 210 N. Lee Street, Suite 312. Alexandria. VA 22314. Tarnpe. FL 33610 Job ruse Truss Type oty ply T1fH68/60 7B0085 R04 Special Tiusa 1 1 Job Reference(optional) 9udders Fusibouice. I8"Pa, rrant Gay. Fprtaa 34Dee ^r' •. cv o.. vn ...o.....o ..•rv. -... v . I D:pv 1 GOIZRPskYMtUZTvPtgzmbHK-GYzi?GW eP9?vObTG17h7YN2ttCBexl Zyi68VGuxzkDEZ 1.0.0 6.9.13 10.8-0 18.4-0 21-0 1 0 6.9.13 3-10-3 7.8-0 3. 4o 30 r, Sx6 = 6xB = Scale = 1:38.8 Sx6 = LOADING( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.64 BC 0.89 WB 0.73 Matrix) DEFL. In Vert( LL) -0.22 Ven( I-) -0.57 Horz( TL) 0.06 hoc) Well Ud 7. 8 >999 240 7- 8 >437 180 7 NIB We PLATES GRIP MT20 244/190 Weight: 108lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10.5 oc puffins, except 4. 5: 2x6 SP No.2 end verticals. BOT CHORD 20 SP No.1 'Except' BOT CHORD Rigid telling directly applied or 8.4-5 oc bracing. 7. 8: 20 SP M 31 WEBS 1 Row at midpi 5-8 WEBS 20 SP No.3 REACTIONS. ( lb/size) 7=1514/0-8-0, 2=955/0.8.0 Max Horz2=154(LC 12) Max Uplift7_ 427(LC 13), 2=-259(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1487/361, 3-4_1263V300, 4.5_1245/278 BOT CHORD 2.8=-368/1272, 7-8=-843/2775 WEBS 4-8=-123059, 38= 293/239, 5-8_1771/741, 5-7_30001981 NOTES- ( 9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0pst; h=25ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 259 lb uplift at joint 2. 7) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The desigNselection of such connection device(s) Is the responsibility of others. 9) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead -F Root Live (balanced): Lumber Increase--1.25, Plate Increase=1.25 Uniform Loads (pit) Veri: 1-4=-54, 4.5=-54, 5-6=-94, 2-7=-20 Concentrated Loads (lb) Vert: 5_739 Q WARNING . Vod y design paremetere and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MO.7473 rev. fGDMIS BEFORE USE. Design valid to use only with Mllelc®conneclors. RJs deslpn Is based only upon pa,amelers shown, and Is tot an hdMdx.A building component, not a Miss system. Below use. the bullding designer must vedfy the appilcalAlN of design poameters and piopedy Inconorale IPos design Into the overall Ix/ ding design Bracing Irxlicaled Is to prevent txrekling of tndWual trim web and/ot chord rnombers only. Adclillonal temporary and permanent txocing MiTek' is always regtlred for slab0ily, and to pxevenl collapse wilh posWe personal b*sy and property damage. Fa general quMc nce regatdhg 80 ellvery, erecllon arxd bracing of Inlsses and truss systems. eANSI/IPl1 Cualily Crllerb. DSB-89 and SCSI BullOhg Component storage. dsw 6904 Parke East Blvd.fabilcatlon, SafetyInformation avallabte born puss Plate Institute. 218 N. Lee Sheet. Stdle 312. Alexondda. VA 22314. Tempo, FL 33610 Job Truss Truss Type MY ly 710468161 780085I R05 Special Truss t 1 Job Reference o Wnal Btntders Feasource. tempo, ram Lay. rrortoo woe ID:pv1GOIZRPskYMiUZTvPtgzmbHK•GYziTGWeP9TvObTGI7h7YN2iaBdJIeui68VGuxzkDEZ 1-0-0 6.9.13 10.9-0 18-4-0 21 -0.0 1.0.0 6-9.13 3.10.3 7-8-0 28-0 Scale a 1:38.7 5x6 = 9T ax+ i 6x8 = 3x6 = LOADING(psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSL TC 0.62 BC 0.93 WB 0.42 Matrix) DEFL. in Vert(LL) -0.21 Vert(TL) -0.55 Horz(TL) 0.05 roc) I/dell Ud 7-8 >999 240 7-8 >448 180 7 n/a n/a PLATES GRIP MT20 244/19D Weight: 107 lb FT = 2M° LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc puffins, except 4-5: 2x6 SP No.2 end verticals. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpi 5.8 REACTIONS. (lb/size) 7=1344/0-4-0, 2=872/0-8-0 Max Horz2=154(LC 8) Max Upl1117=-34(LC 9), 2=-212(LC 8) FORCES. fib) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-1266/264, 3.4=-1023/198, 4.5=-1052/180, 6-7_ 377/0 BOT CHORD 2.8=-281/1070, 7.8- 234/1684 WEBS 4-8=-37/620,3-8- 297/244,5.8=-866/213, 5.7=-1802/330 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 7 and 212 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4>54, 4-5=-54, 5-6=-302, 2-7=-20 0 WARNING- Varrly dadpn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 01104473 rev. FaGMI S BEFORE USE. Design vaild for use only with W fekO connectors. IM desln Is based oNy uraxn parameters shown. and Is 101 an i ndlvldtxd hulding component. not a frus system. Before use. the L,*Sdbng designer must verily the applicability at design parameters and properly Incorporate 9* design Into the overall building doslgn. Brachg Indicated Is to rxevenl budding of Individual truss web and/or chord members only. AddllkxxA temporary and pormanenl bracing M iTek_ Is always rogtdred lot stability, and to prevenl collgxe wllh possible persorxd lnury and property damage. For general guidance regadng the labrkatbn, storage. delivery, erection and bracing of trusses and Inns systems, soeANSV1Pl1 CuaOty, Criteria. DSS-69 and BCSI Bullding Componanl 6904 Parke East Blvd. Safety Information ovdlollle from hus plate Institute. 218 N. Lee Street, Sulte 312, Alexandria. VA 22314 Tampa. FL 33610 o Truss Fuss Type Nly T1o.6e162 TB0065 R07 COMMON TRUSS 1 1 lJobReference(optional) Buddels Fasibource. l anvo. Ytont Gay. Yloma OYADD , a,+p, ,..,, .., .... o.. ............_... ..._. .... __ .. ._ . _ _ . ID:pv 1 GOIZRPskYMrUZTvPtilzmbHK•kIX4CcXGAT71e12SagCMSaavfb?zm8osLoEpONzkOEY 1-0-0 6-9.13 10-0.0 14 6.3 21.4.0 22.4-0 1-0 0 6.9.13 3.10.3 3 10.3 1 6.9.13 1 0 0 Scale - 1:38.3 4x6 = 1 0 34 = ono - Sx8 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.19 6-8 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(rL) 0.52 6.8 481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(rL) 0.04 6 Na Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 93 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No 1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=837/0.8.0, 6=837/0-8.0 Max Horz 2=-111(LC 13) Max Upli112= 223(LC 12), 6= 223(LC 13) FORCES. (Ib) - Max. CompJMax. Ten.. All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1195/292, 3.4=.934/223, 4.5=.934/223, 5.6- 1195/292 BOT CHORD 2-8=-264/1008, 6.8=-155/1008 WEBS 4-8=-1151649, 5.8=-317/255, 3-8= 317/255 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 2 and 223lb uplift at joint 6. 6) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verily design peromotom old READ NOTES ON TnIS AND WCLUDED MrrEK REFERANCE PAGE M67473 rov. 1003W IS BEFORE USE. Design valkl for use only with Mllek® connectors. lhis design is tosocl ordy upon pxnametersshown. and Islet on Individual t)uWing cofnporlent, not a Russ syslern. 801040 trse, the b uilding deslgrler must verity, the alp ficciAbty of design paaneters and property Incorporate this design Into the overall balding design. t3ocing Indicated Is to prevent buckling of IndMdwil Russ web axl/or chard members orgy. Additional temporary and permanent tracing WOW Is always required for skriAlly and to prevent collgne with losdiAe personal 6tkry and property damage. For general guidance regarding the fabrk: ollon. stotcrge. delivery, erociton and bacing of musses caul truss sysloms seeANSI/TPI I OuanhV Criteria, OSS-89 and SCSI building Componenl 6904 Parke East Blvd Solely Information avoltaMe from Russ Plate Institute. 218 N. lee Street. Sulle 312, Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type ty T10468163 TBOOSS ROB Hip Truce t 1 Job Reference (optional) aueaere fe615aurce. 1arripa. 1'raa1 {.ay. IMmv a 99 ..v-... .... ........ ....... ....,.,,...... ..._. .... __ .. ._ ____ __.. _ _ . ID pv1GOtZRPskYMiUZTvPltlzmbHK•kIX4CeXGAT7lel2SagCM5aassbzSm2hsLoEpONzkDEY r10-0 4.9-0 + 7-0-012.3.7 17.8.9 23-0.0 25.3-0 30.0-0 31-0{1 1- 0-0 4.9-0 2.3-0 53.7 5.5.3 5-37 2-3-0 4-9-0 Sx6 = r, r, r 2x4 11 30 = 5x6 = Scale = 1:53.5 2x4 \\ 2x4 3 8 9 2 4x6 = 6x8 = LOADING ( psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2'Except' 4. 7: 20 SP M 31 BOT CHORD 20 SP No.1 WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=2316/0.4-0, 9=2339/0.8.0 Max Horz 2=77(LC 12) Max Upl1112-778(LC 5), 9=-788(LC 4) Max Grav2=2372(LC 18), 9=2394(LC 17) 13 5x8 = 4x10 MT20HS = 6x8 = 3x6 = 10) e 4x6 = CSI. DEFL. In Qoc) Well Ud PLATES GRIP TC 0.65 Vert(LL) 0.3412-14 >999 240 MT20 244/190 BC 0.94 Veri(rL) -0 67 12-14 >526 180 MT20HS 187/143 WB 0.64 Horz(rL) 0.21 9 n/a rl/a Matrix) Weight: 151 lb FT = 204e BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4.6.12 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-4753/1613, 3-4=-4676/1622, 4-5=-5454/1990, 5-6=-5453/1991, 6-7=-5431/1983, 7- 8=4603/1599, 8.9-4659/1582 BOT CHORD 2-15- 1420/4235, 14-15- 1410/4234, 13-14- 1904/5509, 12-13- 1904/5509, 11. 12=-134314114, 9-11=-1334/4058 WEBS 4.15-190/875, 4-14=-679/1635, 5.14-673/511, 6.12- 699/529, 7-12-695/1683, 7- 11=-170/815 NOTES- ( 11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever Tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 778 lb uplift at joint 2 and 788 lb uplift at joint 9. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 23- 0.0, and 676 lb down and 223 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) - This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 0 WARNING . Vmrty dedyn perermton end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 4117:7173 rov. I&WIMOIS BEFORE USE. Design vaikl low use only with Mllek® connectors. This design t Iwsed only upon paraneters shown. and Is for an IndivkAral txtlding canpononl. riot a Bus system. Before use. The buk&V designer must verify The applk Milty of design paaneters and propeily Incorporate this design Info The overall balding design. Bracing indicated Is to prevent txtckitng of i dWud truss web arxf/or chord mombers only. Addiflonal Temporary and permanent bracing M!Tek' Is always requlred for slablllly and to prevent collapse wllh possible personal tryrry and property damage. For general ghlciahce regacling the klxk: ollm storage, dollvery. erection and bracing of trusses and truss syslarm xK.-ANSI/TPI I Qualify Crlleda. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Itdormation ovallcoe from Truss Plate kxllNle. 218 N. Lee Skeet. Srlte 312. Alexadrlo. VA 22314. Tenpa. FL 33610 Job Truss Truss Type oty Ply TIa6sI63 TB0085 R09 Hip Truss t I Job Reference(optional) ausoers raswaource. rarrgo. rwm V". •wrw0 4. 00 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.7_ 117(F=-63), 7.10=-54, 2-15=-20, 11-15=-43(F=-23), 9-11=-20 Concentrated Loads (lb) Vert: 15=-475(F) 11=-475(F) ID pv1GOlZRPskYMiUZTvPlgzmbHK-kIX4CcXGAT7lel2SagCM5aassbzSm2hsLoEpONzkDEY Q WARNING - Verily doOgn paranWen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI7473 rev. IOWMIS BEFORE USE. Design vall l low use only vAlh PA]ek® connectors. n* design Is based only upon parameters shown. and Is low an Individual building component, not a huss system. Belore use, the building deslDner must verity the applicalAly of design parameters and property hcowporolo Bus doslgn Into the overall building design. ®achg Indicated Is to prevent bucaid ingofIndividualtruss web and/or chord members only. Additional temporary and permanenl bracing MiTek' Is always secplwod low stability and to prevent collapse wtlh possible personal "and property damage. For general guidance regarding the la bricatlon, storage, delivery, erection and bracing of trusses and Inrss systems. seeANSI/FPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Institute. 218 N. I ee Street. Sulle 312. Alexandria. VA 22314. Tanya. FL 33610 russ Trusss Type b T104681W TB006S R10 Hip Trues t 1 Job Reference (optional) tlUxaera hatt`.iounte. range, rronr any, rrorroe ssaoo ID:pv1GOIZRPskYMiUZTvPbjzmbHK-CxSSOyYuxmFcFvde8Ylbdo731 K4W0?aS_NypzkDEX 6.6.6 + 9.0-0 1"-0 21.0.0 23.5.10 30.0-0 31-001 1-0-0 6.6 6 2.5 10 6-0-0 6-0-0 2-5.10 6.6 6 1.0 0 44 = 3x4 = 4x6 = Scale = 1:53 5 3x4 = " - 3x4 3x8 = 4x6 = 3x8 = 9-0.0 12-0-0 9-0-0 LOADING(psl) SPACING- 2-0-0 CST. DEFL. In floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Verl(TL) -0.83 10.12 >427 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(rL) 0.09 8 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Struclural wood sheathing directly applied or 3-4-2 oc purtins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1161/0.4-0, 8=1161/0-4-0 Max Horz 2=96(LC 12) Max Uplitt2=-241(LC 12), 8=-241(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/440, 3-4_ 1770/416, 4-5=-1557/383, 5.6=-1557/383, 6.7=-1770/416, 7-8=-1979/440 BOT CHORD 2-12- 322/1693, 11-12=-387/1796, 10-11=-387/1796, 8-10=-309/1693 WEBS 4-12- 95/607, 5.12- 389/242, 5-10=•389/242, 6-10=-95/607 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsh h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever loll and Fight exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 2 and 241 lb uplift at joint 8. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VwW datign pnemotws and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE N0.7473 rev. fa6=015 BEFORE USE Design valid for use only wllh Ivtllekr,9 conneclors. Irds deslgn It based only upon paaneters shown, and Is l0i an bidivkkal building component, not a truss system. Before use. the balding designer rntal verity the aplwcablilty of design parameters and properly Incorporole this design Into the over, brlding design. Brocing Indicated Is to prevent buckling of WK$vk ual tram web and/or chord members only. Additional temporary and pemnamml bioctrIg MiTek' Is always iectut ed far stability and to prevent collapse with possible personal InW and property damage. For general guidance regarding the 6904 Parke East Blvdfabrkballon, storage. delivery, eiecllon and bracing of innses and truss systems, see-ANSI/TPI I Quality Crltorlo, DSB-89 and SCSI Building Component Tompe. FL 33610SafetyInformationovanobtefromTrussRateInstitute. 218 N. lee Street. Su119 312. Alexandria. VA 22314 Job russ TrUSS Type oty Tt0468t65 TB0085 Ali Hip Truss I f Job Reference tronal BUadere Frrsibource, r ampa. rranr Gay. Yrarean 337ua ^r, , • av,o ^"— , , — — •.— •, : 'Y I D:PV l GOIZRPskYMrUZTvPtijzmbHK-h7frdlZ W i4 NT13CgrF EgA7gBAOdvE3G906jwV FzkD E W r100 7.6-0 11-0-0 19-0.0 22:6-0 30-0-0 31-0Q 1-0-0 7.6.0 3$-0 8-0-0 3{>-0 7-6-0 t-0-0 Scale = 1:53.5 6x8 G 6x8 2x4 // 2x4 \\ Mb J Dj7 3x4 4 30 = 4x6 = 30 = 30 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.72 BC 1.00 WB 0.18 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.50 11-13 >711 240 Vert( L) -0.94 11-13 >378 180 Horz( L) 0.09 9 n/a n1a PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20°9 LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10.4 oc puriins. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1161/0.4-0, 9=1161/0.4-0 Max Horz 2=113(LC 12) Max Upli112=-262(LC 12), 9=-262(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1886 418, 3.4_ 1678/410, 4-5=-15051389, 5-6=-1268/378, 6-7=-1505/389, 7.8=-1678/410,8-9=-18861418 BOT CHORD 2.13— 32311596, 13-14=-185/1268, 12-14=-18511268, 12-15=-185/1268, 11-15=-185/1268, 9-11=-278/1596 WEBS 6-11=-1111488, 5.13=-111/488 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psI; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This buss has been designed lot a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 9. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Varfiy d*09n paramolars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MQ7473 rev. IDW,2015 BEFORE USE. Design valkt for use only with W lekb connectors. R* design Is lxtsed only upon paanelers shxtwn, and Is for an I dlvldual building component. not o Uus system. Before use, the Irllding designer must verity the applkabllly of design pxaarneters cord properly incorporate M design Into the overall design. bracing lrxfkated Is to budding of Indlvk tKA Inns web and/or chord rnornbers only. Additional lemporary and permanent lracing MiTek' buildingpreventIt always recitlred (or slabBlly and to prevent collapse wllh pomble personal Wray and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrk:alk,n, storage. delivery. ereclion and bracing of trusses and truss systems. seeANSI/TPI I CuaBM Crtiodo, DSB-89 and BCSI guiding Component Tompa. i. 33610 SafetyInformationavallaNefromtrussRateInstitute, 218 N. lee Street. Stile 312, Alexandria. VA 22314 Job russ runs Type ty na6e166 T80085 R12 Hip Two1I 1 Job Reference (optional) ouscars Popbource, ramps. YWm tsy, Wmv Jaate- ID:pvl GOIZRPskYMrUZTvPlijzmbHK•h71rdlZW i4NTt3CgiFEgA4g8EOh8E2U906jwVFzkDE W rl-0 0 7 6-0 13-0-0 17-0.0 22-6-0 30-" 31-0-0I 1T% 7.6-0 5.6.0 4-0-0 5.6.0 7.6.0 1-0-0 3x6 3x6 // 3x6 \\ 34 = Scale = 1:53.5 30 = 30 - 3x4 = 4x6 = 30 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.42 11-13 >843 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Verl(fL) -0.77 11-13 >462 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.23 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 133lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. 4-7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0, 9=1161/0-4-0 Max Horz2=134(LC 12) Max Uplifl2=-283(LC 12), 9=-283(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1915/422, 3.4_ 1696/405, 4.5- 1458/400, 5.6=-1143/358, 6.7=-1458/401, 7-8=-1696(405, 8-9=-1915/422 BOT CHORD 2-13=-399/1628, 13-14=-136/1143, 12-14=-136/1143, 12-15_ 136/1143, 11.15=-136/1143, 9-11_ 275/1628 WEBS 8.11=-329/302, 3-13- 329/302, 6.11_ 164/615, 5.13_ 164/615 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C lot members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 283 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Vodfy design paromotors end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PACE ND•7473 rov. 1093?015 BEFORE USE Design valkl for use only with Mllek® connuckMs. D* design Is based only upon Ix ameters shown. and Is too an hdtvldtxi building component, not a buss system. Before use, the building designer mull verify the aplxleabllly of design pdadtmeters and pooperly bncorpowle DNs design Into the overcil Ixlldlne design. bocnng Indicated Is to prevent Ixtcktbl0 of IrxiNkfual Inns web and/or chord members only. Additional temporary and permanenl txacIng WOW is always negJoed for stability and to povenl collapse vAth possible personal Oytsy and properly damage Foo ponerat gtddc nce regardbng the falxlcatton. slorago. dfellvery. elocilon dmcl Mctetng of trusses aril Inns systems. uwANSI/110I1 Quality Criteria, 059.89 and SCSI ifulldN Component 6904 Parke East Blvd. Salary Inlormallon avdik4Ne born bus Rate bnsliMe. 218 N Lee Sheet. Srile 312. Alexandria. VA 22314. Tempo. FL 33610 Job cuss Truss Type ry T10469167 T80085 R13 Canon Truss 1 Job Reference (optional) aNlaers Fe51J0urce, lime. jzmbH -9 J 6,: -i "'-- -- I p:pv 1 GOtZRPskYMIUZTvPtrjzmbHK-9JCDgdZBTOW KVCn1 GyI3iDCNso1 NzT011 mTU1 izkDEV 10-0 7-60 15-0-0 22.6-0 30-0-0 31-0-0, 1-0-0 7-6-0 7-" 7-6-0 7-"1.0-0 06 = 6.0D 52 Scale = 1:52.6 Y 0 3x4 G .30 30 = 4x6 = 30 = LOADING (psi) TOLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TO 0.66 BC 0.73 W B 0.32 Matrix) DEFL. in Ven(LL) -0.39 Ven(TQ -0.62 Horz(TL) 0.08 poc) Well Vd 8-10 >901 240 B-10 >573 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20°L LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9.0.6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1161/0-4-0, 6=1161/0-4-0 Max Horz2— 153(LC 17) Max UpIIR2=-299(LC 12), 6-299(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-1928/468, 3.4=-1716 452, 4-5=-1716 452, 5-6=-1928/468 BOT CHORD 2-10=-462/1664, 10.11=-157/1084, 9-11-157/1084, 9.12-157/1084, 8.12=-157/1084, 6- 8=-309/1664 WEBS 4.8=-202/683, 5.8-406/342, 4.10-202/683, 3.10=-406/342 NOTES- ( 7) 1) Unbalanced tool live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 6. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO . Verify dWgn pararnotera end READ "TES ON DO AND INCLUDED UREK REFERANCE PAGE N67073 rev. faVMFS BEFORE USE. Design valkt for use only vAIA MlteM connectors. Ihh design Is based only upon tnranetess shown. and Is for an t ditvkftxg "ding component, not a buss systesn. Before use. One building ngcl rslgner Must verily the appllcu blity of design paanelers and properly I corpoale fins design Into the overall building design. 9acbng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Atldlkmal IempotarY and permanent bracing MOW is always rocpJred too stability and to prevent collapse with possible personal knA+Y and property damage. For general guidance regarding the fabric( Pon. storage. delivery. erection and bracing of trusses and truss systems. seeANSI/IPII Quality Criteria, DSII.89 and SCSI SuiklIng Component 6004 Parke East Blvd. Safety Inlormatlon avalkuhle from truss Rate Institute. 218 N. Lee Street. Stile 312, Alexar-01a. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply 710468168 T80085 R14 Hip Truss 1 1 Job Reference(optional) BuYders Frr4150erce. [amps. Yrenr trey. Flarrda :f3JOn 7-wv wo ,vcv,v..,,, v,. „wv",..va. ,,.... ..,. vv .. ._.,,........ . ,.y„ . ID.pv1 GOIZRPskYMiUZTvPliizmbHK-dW mb2zemEheB6MMDpgGIFOIUaCSKirzSGOC 1 Z8zkDE U rt-0-0 a6-2 7.0-0 12.0-a 17.11-8 23-" 25.5.14 30-0-0 31-0{I 10-0 4$2 2-5.14 5.0.8 5.11-1 5-0B 2-51a 4{ Scale = 1:66.2 US = 3x6 = 3x6 = Sx8 = a oni19 9 Oi 3x12 MT201-!S i 19 1. 3xl2 MT20HS Sire6x12 MT20HS = 8 = Sx8 = 7x10 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(ILL) 0.28 13.14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert( I-) 0.64 13-14 >558 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0,68 Horz(TL) 0.13 9 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 4.7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8.7-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5.14, 6-11 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=2065/04-0, 9=2508/0.4-0 Max Harz 2=77(LC 8) Max Upllit2=-441(LC 5). 9-514(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4081/937, 3-4-3927/923, 4-5=-3427/828, 5-15- 6078/l393, 6-15=-6078/l393, 6-7=-4272/928, 7-8= 4873/1032, 8-9=-5014/1045 BOT CHORD 2-14=-827/3581, 14-16=-124315291, 13-16=-1243/5291, 13.17=-1316 5786, 12.17-131615786. 11-12- 131615786, 9.11-881/4410 WEBS 4.14=-307/1547, 5-14-2299/624, 5.13-179/1253, 6.13-30/490, 6.11=-1878/620, 7-11- 301/1793 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever lelt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2 and 514 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1020 lb down and 328 lb up at 14-4-12, and 513 lb down and 165 lb up at 23-0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Q WARNING - ~fy daHpn peramaters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 11,1114,173 rev. I80MIS BEFORE USE. Design valid lot use only vAlh Mllek®connec"s. INs design Is based only upon paamelers shown. and Is for an hdlvkkgl building componerl. not a huss system. Before use. Iho building designer must verily the applicability of design puramolers oncl property hncorpxrate Ihh design Into the overall building design. Bracing Indicated Is to ruevenl brcidi ng of individual Iruss web and/or chord members orgy. Additional lemporary and perrtwnent bsa^..Ing WOW Is always recRbed for stabillly and to prevent collapse wllh possible personal trnMY and lxoperly damage. For general guidance regadtrng the tatrk:olkxn. sdorcgo, delivery. ereclion and tracing of Inrses and Inns systems. sooANS1/!PI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormndtlon available horn hus Plate Institute. 218 N. Lee Sleet, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 o runs cuss Type N N T10468168 TBooes R14 Hip Trutit 1 1 Job Reference (optional) tweaere....-.._..,...___._.._._.....___...__...._ ..--.-- _o__ I D:pv 1 GOtZRPskYMiUZTvPlitzmbH K-d W mb2zamE heB6MMDpgGI FOIUaCSKirzSGOC 1 ZBzk DE U LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4-54, 4-15=•54, 7-15=-124(F=.70), 7-10=•54, 2-17=-20, 11-17— 43(F-23), 8-11=-20 Concentrated Loads (Ib) Vert: 11-513(F) 16=-1020(F) Q WARNING - Vedy dodgn Peremeton and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE A07,177 rov. 1603W IS BEFORE USE Design valkl for use only with 1,0111 9 connectors. This deskp is bcaed only upon parameters shown. and Is lot an Incllvidual bolding component, rot a buss system. Before use. the Ixs0dntl deslgrxn must verity the o Wlc("Ity of design paameters and properly M.CorpOsole M doslgn Into the overall bxdlding design Brachg Indicated Is to txovenl bucklingng of Indlvklucd miss web aril/or chord memlx:rs only. Addlllonal lemporary adf permatenl tracing Welk' Is always regtUed for stability and to pteveni collapse with possible personcil trlpry and ixoperty damage. Fos general guMcince regarding Ito labrkaflon, storage. ddivery. erection ardf bracing of trusses aril Inns syslomi. seeANSVWI I Ouality Criteria. DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information ovdlable ban Luis Plate Inslllute. 218 N. Leo Streel. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type ty T10468169 T80085 R15 Common Truss t 1 Job Reference (optional) nuuoere rasrsourco, 1ornpo. tram %,my. rw,nia a,>,00 . .. ,,....._...._ .... -- .. ._ __ _. --.. . _e_ . ID:pv 1 GOtZRPskYMrUZTvPGjzmbHK-dW mb2zamEheB6MMDpgG IFOIYvCOet_fSGOC 1 Z8zkDEU 1-0 0 7.2-0 14.4-0 1-0 0 7.2-0 7.2-0 Scale a 1:26.4 44 = d 3x4 = 2x4 11 4-— LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.09 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.19 4-5 >874 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oC puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=519/Mechanlcal, 2=587/0.4.0 Max Horz 2=87(LC 12) Max Upl1114=-125(LC 13), 2— 161(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2.3=-752/165, 3-4=-749/160 BOT CHORD 2-5=-85/592, 4-5=-85/592 WEBS 3-5=0/335 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCD1--6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 161 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify doslgn peranivili ra and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M67473 rov. 1003R015 BEFORE USE Design vdkl lot use only Win Mllek® corvtectors. this design Is based only upon ryfro meters shown. and Is for cn he Aducit buldlrtg component. not o frt= system. Before use, the txYdrtg deslgner must verity the applkdbllty, of ckWM paametem orxi properly trtcorporate this design Into the overall btigcbV design. ®acing Indicated is to prevent budding of IndlMual truss wob aril/or chord members only. Addlllond temporary and permanent Ixochtg MiTe k' Is alwoys realtlrod for slablllty and to prevent collq>se wllh possible personal Injury and property dmmoge. For general guidance regadlng the fabrk>cillm storage. delivery. erection and broclrtg of trusses aril Inns syslerns• U WANSIMI I Quality Criteria, DSS-69 and SCSI Building Component 6904 Pmke East Blvd. Safety Information ovtlld>te from Trust Role Insiltute. 218 N. Lee Street. Stlte 312, Alexandda. VA 22314. Tompa, FL 33610 Job Truss Truss Type oty ply T10468170 T80085 R16 Hip Twits t 1 Job Reference floral VU11081e HISI10afCe, POMP0, I1e., V.Y. rrolroe JJaoo . .... .... -_ .. . . __ ID:pv 1 GOIZRPskYM1UZTvPOjzmbHK-SIKzFJbP??m2kW xPNNoXoellgcoKRO0bU4ya5f1zkDET 1.0-0 5.6.0 8.10.0 14.4.0 1-0-0 5-6.0 3-4-0 5-" 4x6 = 44 = Scale = 1:25.6 1 O 30 = 2x4 II 20 II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.09 5.6 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(R) 0.19 5-6 879 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (Ib/size) 5=1017/MechaniC81, 2=697/0-4.0 Max Horz 2=72(LC 12) Max Uplift5- 271(LC 9), 2-182(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2.3=-1186/256, 3.4=-1008/253, 4-5=-1177/248 BOT CHORD 2-7-180/993, 6.7-179/1008, 6.8-177/993, 5.8- 177/993 WEBS 3-7=47/315, 4-6-45/314 PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDLr6.0ps1; h=25it; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide Will tit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 5 and 182 lb uplift at joint 2. 8) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 607 lb down and 195 lb up at 11-8.12 on bottom chord. The desigrUselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase--1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4.5-54, 2-5-20 Concentrated Loads (lb) Vert- 8-607(F) WARNING - Verify dedpn pamnefae end READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE MII.7473 rev. IG0302015 BEFORE USE Design vaild" use only vAlh Mllek9 connectors. "de*p is bared only upon pcxameters shown. and Is lot an txllvldual bu9dtng component. not a truss system. Before use, the LxAlc" desl0ner must verify the ctpp k-c lty of clougr Ixnameters and goperly 1nC01por0te tits design Into tho over,, btAcbV design. 0aci ng Indicated Is to prevent budding of IndMtAtal Inns web and/or chord members only. Adclttkxrol temporary and permanent txactnp WOW Is always regrlred for slatAlly and to prevenl coll6pse with Ix13a )le person, I npuy and Ixoperty danoge. For genial guidance regotdlng the k"Icatbn, sloroge. Oellvery. election aril Ixoctng of trumos and Inns systems, seeANSlfrPl I Quality Criteria, DSB-89 and BCSI Bulkling Component 6904 Parke East Blvd. Safety Information ov,lobie tom truss Rate lnstllute. 218 N. lee Street. State 312. Alexandrlo. VA 22314. Tampa. FL 33610 Job Truss truss type Qty ly 710468171 TB0085 R17 COMMON TRUSS t 1 Job Reference Ronal) w.w _ __ .n nn. nT_I. 1-.1..-...-- ,- G.. CwA ) I )•.JY M,) Dnn t Du11ao15 FYBIJWIGa. IYIIQO. rYlnl .ny, •IplgY.a.a ov .. TvPiiii..___._.._ ___ __.- ID pv1 GOtZRP6kYM1UZTvPtijzmbHK-5gKiFJbP??m2kW xPNNoxoelmZcplROlbU4ya5azkDET 0-0 5.10.0 11-8-0 o-0 6-10-0 5.10-0 Scale - 1:22.2 06 = 30 = `"' 30 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in Qoc) Vdeil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(R) -0.09 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=420/Mechanical, 2=489/0-4-0 Max Horz2=74(LC 12) Max Uplitt4=-101(LC 13), 2— 137(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-603/133, 3.4=-600/127 BOT CHORD 2-5=-66/473, 4-5=-66/473 WEBS 3-5=0/270 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDI. 6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 137 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vsrlfy dodpn paranWers and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M/F7473 rov. 1093MIS BEFORE USE. Design valkl for use only with Mllek® connectors. R& design Is based only upon paanelers shown. and Is log an Individual buiding component, not a Was system. Before use, the building designer must verity the apglco"Ify of design parameters crud woperty incorporate this dunlgn Into the overall building design. 9ocing Indicated Is to prevent b ucktIng of Individual truss web and/or chord members only. Addlikx it temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible poisonal Wray and property danoge. For general gridance regarding the fabrlcotlon. storage, doflvery. erection and Macing of trusses and Russ systems, seeANSI/rP1I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parks East Blvd Safety Information ovaliable Rom Irtm Rote Institute, 218 N. lee Street. Sulle 312, Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 710468172 T80085 R20 Hall Hip Truss 1 1 Job Reference Lionel aerroers 1-rretPiouree. lornpa. Ylartr l.ny. rwwa 4d00....+rr..y....v....._...,...,,.....,,.. ...-. ...... ._.__._---.. __. ID:pv 1 GOIZRPskYMIUZTvPtgzmbHK-ZuuLTfc 1 mJuvMg WcxSJmKrq?H?A4Ariklkh8el zkDES 2.6.8 5.6-0 2.6.8 2.11.8 5x6 = 20 II Scale = 1:11.4 4x6 = 2.6.8 6-6-0 2.6.8 2.11.8 Plate Onsets (X,Y)- 12:0.3-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0,01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.02 4.5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(rL) 0.00 4 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 28lb FT = 20%* LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=661/0-4-0, 4=546/Mechanical Max Horz 1=55(LC 8) Max Upliftl=-195(LC 8), 4=-173(LC 5) Max Grav1=708(LC 15), 4=563(LC 18) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2-967/241 BOT CHORD 1-5=-228/835, 5.6-213/756, 4-6=-213r756 WEBS 2-5=-131/680, 2-4=-825/233 NOTES- (10) 1) Wind: ASIDE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDl-_6.0psf; h=250; Cal. II; Exp B; Encl., GCpI=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will Ill between the bottom chord and any other members. 5) Refer to girder(s) for taus to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 1 and 173 lb uplift at joint 4. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 47 lb down and 15 lb up at 2.6.8 on bottom chord. The desigrl/sefeclion of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-57(F-3), 1-5=-197(F-177), 5-6=-198(F-178), 4-6=-21(F-1) Concentrated Loads (Ib) Vert: 5— 33(F) WARNING- Vartly dedpn paramoran and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rov. IM3201S BEFORE USE. Deu% n valid lot use only with Mllek® conneclas. Sds design Is based only upon paameters shown. and Is for an IndNkkKi building component, not pobe M design Into the oZoa,, a Uuss system. Before e. the tAdIdhg designer must verity the olVicabllly of design parameters crud properly heaaus building design. ®acing Indicated Is to Irovenl buckling of Indk4dual bus web aril/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always required la slabGily and to prevent collapse wllh possible personal hMy and properly damage. ra general guidance regadhg the labkollon, storage, delivery, election and bracing of busses and Inns systems, seeANSVrP11 Quality Crilerlo, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information ovallable from film Rate hsillube. 218 N Lee Street, Sulle 312. Alexandria VA 22314. Tempo. FL 33610 ob Truss Truss Type b 710468173 TB0065 R21 Hip Truss t t Job Reference (optional) Jn 1 Dsn 9uldwe FailSource. Iamps. Ymni t.ay. rmima JJaoo ....y.....-.. .._.... .... __ .. . . ID'pv 1 GOIZRPskYM1UZTvPlijzmbHK-ZuuLTlc 1 mJtNMgW cxSJmKrq j?99Atdkjkh8el zkDES 1.0-0 4-" 7.8-0 11.8.0 10 0 4-" 3.8.0 4-0-0 3x4 = 5x6 = 5x6 = Scale = 1.21.2 4-0411 7.g.p 11-0-0 A-3.R.o 4-" LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.05 5-6 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Ven(TL) 0.08 6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 5=58WMechanical, 2=66010-4.0 Max Horz 2=57(LC 8) Max Uplift5— 163(LC 9), 2=-200(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1048/272, 3-4=-865/254, 4-5=-1040/271 BOT CHORD 2.7=-220/881, 6-7— 221/865, "=-222/880 WEBS 3-7=-26/291, 4-6=-21/280 PLATES GRIP MT20 244/190 Weight: 43lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.6-4 oc puffins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 5 and 200 lb uplift at joint 2. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this trues. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 58 lb up at 7.8.0, and 176 lb down and 58 lb up at 4-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3.4_ 72(F=-18), 4.5= 54, 2-7=-20, 6-7=-27(F=-7), 5-6=-20 Concentrated Loads (lb) Vert: 7=-123(F) 6=-123(F) Q WARNING - Verify des/gn pwarrlatars and READ NOTES ON THIS ANDWCLWED MREK REFERANCE PAGE MIF7473 rov. MOM15 BEFORE USE. Design vdkd for use only with MlleW conneclors. Ills design Is based only upon paamelers shown. and Is la an Individual 1xddktg component, not a It= system. Before tae. the NAding designer must verily the appllcdAlry of design poramelers and property Incorporate 0% design Into the overall d/or Addillond temporary and prtrrnanenl backtgIxNdrtgdesign. @acing Indicated Is to pxevent buckling of IndNkdtid truss web on chord members only. is dways regtirod for sIoUlly and to prevent collapse wllh possvle pemond V*" cold polxRW dcmtage For general gul dolce regadng the storage, delivery, erection and bracing of Misses and truss systnxrts. seeANSI/1PI I Quality Criteria, OSB-89 an0 I1C$1 BuNding Component M ITOW 6904 Parke East Blvd. Idxk;alkxi Safety, lrdormatlon avdlabte from Truss Role Institute. 218 N. lee Street. Solo 312, Alexon drla. VA 27314. Tampa. FL 33610 Job TrusS TrUSS Type ty T10468174 TBOOBS R22 Hip Truss 1 1 Job Reference(optional) ounoerornewource,,ompo, nem ny,rw,rrooa000..-....r.___._.._._.....___...__...._ ... ..._____ _o_ I D:pvt GOIZRPskYMiUZTvPblzmbHK• 15Skg?dtXcOmzg5oVoq?t3N 1 ZPOgvIFuyORhATzkDER t-0-0 6.9.13 a-0-0 10•e-0 124-0 1463 21.4-0 22.4-0 1.0.0 6.9.13 2.2.3 1 6 0 1.i-0 2-2.3 6.9.13 Scale n 1.39.0 3xe _ 2x4 II axe S)R = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.75 BC 0.77 WB 0.20 Matrix) DEFL. in Vert(LL) -0.21 Vert(I-) -0.57 Horz(TL) 0.04 loc) Well Ud 2.10 >999 240 2-10 >436 180 8 n1a We PLATES GRIP MT20 244/190 Weight: 91 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=837/0.8.0, 8=837/0-8.0 Max Horz2=96(LC 12) Max Uplift2= 2/0(LC 12), 8= 210(LC 13) FORCES. (tb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1179/273, 3.4=•955/224, 4-5=-829208, 5.6=-829/208, 6-7=-955224, 7-8=-1179/273 BOT CHORD 2.10>217/989, 8-10=-154/989 WEBS 5-10=83/527 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25f1; Cat. II; Exp B; Encl., GCpi=0.18,. MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 210 lb uplift at joint 2 and 210 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNWO • Vorlfy dedgn parameton end READ NOTES ON THIS AND WCLUDED M/fEK REFERANCE PAGE M/F7473 rev. 160=15 BEFORE USE. Design valid for use only vAth FAllek& connectors. D* design Is based only upon parameters shown. and Is for an Individual bulcding component nor a bars syslem. Before use. the bkAc* g designer must verity the applicalAltv of design parameters cnd property Incorporale th6 design Into the overall txdlding design. Bracing IndIcaled Is to prevent buckling of Individual truss web arxf/or chord members only. Add111oc" temporary and permanent bracing WOW B always reciAied la slotAlty and to prevent cotlarAe with powlbte personal terry aMd property damage. For general gtddance regarding the labrIcalbn storage. delivery, erection and brace)p of IRme3 and tits systern& seoANSVMI I Quoliy Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety IMormatlon ovallat)le from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T10468175 T80085 R23 Hip Truss 1 1 Job Reference (optional) Met) f rreraeurce, r ompo. IWar bay,•grga JJaee •.v+va..y. .. cv•v.... vn ...vw...v.. ...r .... v.. .. ..-.. ...V... ID:pvlGOtZRPskYMiUZTvPBjzmbHK•VH06uLdHHwSdb_t 2WLEPGv98pgaek21B2AEivzkDEO t•0-0 7.0.0 14.1.0 21.4-0 . 22.4-0 1 0 0 7-0.0 7.4-0 7.0,0 t-0-0 Scale = 1:39.0 Sx6 = 6x8 = 3x6 = 6x8 = 46 3x6 11 3* LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.95 BC 0.99 WB 0.29 Matrix) DEFL. In Vert(LL) 0.11 Vert(TL) -0.44 Horz(TL) 0.11 poc) I/defl Ud 7-9 >999 240 7-9 >561 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc puffins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-9 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1609/0-8-0, 5=1609/0.8.0 Max Horz 2=-76(LC 13) Max Uplifl2=-550(LC 8), 5=-550(LC 9) Max Grav2=1662(LC 15), 5=1662(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3195/975, 3.4=•2719/900, 4-5-3191/975 BOT CHORD 2-9=-844/2852, 8-9=-794/2758, 7-8=-794/2758, 5-7=-798/2796 WEBS 3-9=-112/945, 4-7— 92/933 NOTES- (10) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDLr6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550lb uplift at joint 2 and 550 lb uplift at joint 5. 7)'Semi-rigid pilchbreaks with fixed heels' Member end fix1ty model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 14-4-0, and 676 lb down and 223 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-54, 3.4-112(F=-58), 4-6-54, 2-9=-20, 7.9=-42(F-22), 5-7=-20 Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) Q WARNING . yedly dodyn Peremders end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MF7473 rev. IMMIS BEFORE USE Design valkl for use only with Mllek® conrnectas lnls design It based only upon parameters shown. and Is too on IndiA ual blldlrng component. not a lurss system. Before use, the txOdirng designer must verify the oWIcablity of desgn parameters and property blcorpxrate Bn6 design Into the overall building design. Bachg indicated is to buciftV of IndMdual truss web and/or chard members only. Additional temporary and permanenl bracing M!Tek' txevent is always oecitted for stability and to prevent collapse with possible personal btkry and property damage. For general guktance iegadng the 69D4 Parke East Blvd. kdxk:allon, storage. doflvery, eiectlon anc$ tracing of lnnses and inns sysf(rms. seeANSI/TPI I Quality Criteria. DSB-69 and BCSI Building Component Tompa. FL 33610SafetyInformallonavailablefromtrussPlateInstitute, 218 N. lee Street, Sullo 312. Alexandria. VA 22314. puss russ ype ty P yTt0468t76rTB0085RF03FLOORt 2 Job Reference(optional) Builders FirslSource, Tampa. Plant City. Fonda =66 r.onu a Apr ie zvio W.sa moveu,m, ,nc. su , 4:43:3, cv, ye ID:pv1GOtZRPskYMiUZTvPtrjzmbHK-VH06uLdHHwSdb 1 2WLEPGvElpkwectlB2AEwzkDEO 3.5.9 6.9.6 10.1.3 13-6-12 3.5.9 3.3.13 3.3.13 3-5.9 1 US = 2 3x8 = 20 11 3x8 = 3 11 12 4 Scale = 1:23.4 Sx8 = R s e 9 e 7 5it8 = S C s es 2x4 II Sx8 = 402 = 20 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.OD TC 0.60 Vert(LL) -0.12 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(%) -0.22 7-8 >714 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 6 We n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc pudins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 20 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,2-8,4-8,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=1860/0.9-12, 6=2859/0.8-5 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.10=-1812/0, 1-2= 4190/0,2.3=-7579/0,3-11_ 7579/0, 11-12= 7579/0,4-12= 7579/0, 4-5=-5719/0, 5-6=-2781/0 BOT CHORD B-9=0/4190, 7-8=0/5719 WEBS 1.9=0d4340, 2-9=-1554/0, 2-8=0/3637, 3.8=-2029/0, 4-7=-2164/0, 4-8=0/1996, 5-7=0(5883 NOTES- (5) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9.0 OC. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry to ply connections have been provided 10 distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 sirongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-100, 3.12>208, 5-12=-382, 6.10_ 10 Concentrated Loads (Ib) Vert: 11 =- 1601 Q WARNING. Verily design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE W 7473 rev. IDWQQI S BEFORE USE Design valkl lot use only with Mllek® connectors. 11* design Is based only upon pmameters shown. and Is la an In lMoW hAdlrlg cernponenl, not o litiss system. Beloio use, the NAcmlg desigrxn mtrsl verity the applicalAlN of design Ixraneters arxt proporly hcorpoialo 11* design Into the overall brtOdklg design. Biacing Indicated Is to Ixevanl brtcldirlg of IndNkkO Iniss web and/ot chord members only. Adclillonal temporary and permanent Ixoclng WOW It always iecitdned lot stability and to prevent collapse with posWe personal hpdy and property damage. rot general guklatce regading the 6904 Parke East Blvd. fabric( fl rt, storage. c1L4Nery. enectlon and bracing of busses and miss systems. see-ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610SafetyInformailonavallaMehombussRateInslltute. 218 N. I ee Street. Salle 312. Alexandria. VA 22314. o fuss runs Type ry ply 710468177 TB0086 1"ol Volley Truss t t Job Reference(optional) Bu40e1e reatsource. pampa, rranr eey, Fran''s.uoo 20 i ny„•cv. v —a.wa„va. ,•— r. roso. ID: pvIGDfZRPskYMiUZTvPklzmbHK-VH06uLdHHw8db 12WLEPGvMripu?eod182AEivzkDEO Scale = 1:7.9 LOADING( psl) SPACING- 2.0-0 CSI. DEFL. in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) -0.01 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Verl(TL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) -0.00 2 We rUa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc puffins. BOT CHORD 20 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=50/1-10-8, 2=50/Mechanical Max Horz 1=30(LC 12) Max Upllflt_ 9(LC 12), 2=-24(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=25ft; Cat. It; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verfry dedpn paramofare end READ NOTES ON THIS AND INCLUDED WWK REFERANCE PAGE M967473 rev, t oo3a015 BEFORE USE Design valid for use only with MI1ek8connoctois. This design It twsed only upon pwarneters shown. and Is for an individual building component, not a truss system Before use, the binding designer must verily the applicability of design pmarnoters and properly Incorporate this design Into the ovesdl Wilding design. Bracing Indicated Is to prevent Wdritng of Indivld ial truss web and/or chord members only. Addlllonal lemprxary and permanent baling WOW is always ieWred for starAlty, and to prevent collapse with possible personal aVray and property damage For general guides ce regarding the fablcaflon, storage. delivery, erection and Iracing of Insses and Miss syslems. seeANSI/TPI I Cuailly Criteria, DSB-89 and BCSI Bulkling Component 6904 Parke East Blvd. Safety Information ovdiable from truss Role trxlitute. 218 N. foe street. State 312. Alexandria. VA 22314. Tempe, FL 33610 Job puss Truss Type ty T1o.6e,Te TB0085 V02 Valley Truss I Job Reference (optional) Builders Flyd.SOUtce, Tampa. Plant City. F10rul4 33565 . 640 s AP, . v 2016 .m. vn ...vvsr ss...c..v .ev . , .4— Uc — age . I D:pv 1 GOIZRPskYMiUZTvPBjzmbHK-zTaU5hev2EGUD7EBoDSTYUSYoDEBNFNBPIwoELzkDEP 4-0-0 2.11.1 1.0.15 ' 2x4 ''- 2x4 II LOADING(psf) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code FBC2014fFP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. All bearings 4-0-0. lb) - Max Harz 1=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 pb) or less except when shown Scale = 1:13 0 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) nila We 999 MT20 244/190 Vert(rL) n/a n/a 999 HOrz(TL) •0.00 3 We nifa Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Bearing at joints) 3 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verify dedyn paratnews and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M/F7073 ray. 186MI6 BEFORE USE. Desks valid lot use only, with Mlfek® conrectors. link design is based only upon parameters shown. and Is for an hdNk0.Ki bxrldhg component, not a inns system. Wrote use, the IrOd InO deslgrer mull vorily the applicabilityity of clespatameters and property incorporate W& design Into the over". b ulciing design. Biochg Inclicated Is to prevent Ixrddlng of InxlNklual Russ web arxl/or chord members only. Addlllond temporary and permanent bracing WOW Is always iegtbed lot stability and to prevent collapse with possible personal hJtey and property damage. For general gciciance regading the fabilcalbn, slorage. aellvery, erecllon arxf bracing of trusses aril Ism systems, sooANSI/1PI I Qualify Crlbedo. DSB-89 and $CSI Bullding Component 6904 Pmke East Blvd Safety Information available tom truss Plate Inslllute. 218 N. lee Street, suite 312, Alexandrlo. VA22314. Tanga. FL 336,0 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x. y offsets ore indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'r/ 1 dr For 4 x 2 orientation, locate plates 0-IV from outside edge of truss. This symbol indicates the required direction of slots in connector plotes. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or olternoWe Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately bioced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested ponies. 5. Cut members to bear tightty ogoinst eoch other. 6. Place plotes on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber Shall not exceed 19% at time of fobricotion. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a non-structurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type. size. orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shall be of the species and siZe, and In all respects, equal to or better than that specified. 13. Top chords must be sheothed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is nstalled, unless otherwise noted. IS. Connections not shown ore the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load verticolly unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health at performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, bock, words and pictures) before use Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quolity Criterio. LZ ECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 17 1.8 8 5 J\ O1NG o Project Location Address '05S %C-kI 1-cv L-2 H.c- sl) F OEPAp 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) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Opt.Pocket SGD- FL15332.06 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullion - vertical FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinciles 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 Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 o,AJ fl-- 52p, ranr mTi[r w grN.V0.QR M1Q10106Q:1 rooalaaa aluma r7u ranwamrrucrororay TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS O' 71' 1 31' ST WINDOW CALL -OUTS 16' L^ 0511 V13794 71 7J6N 3g' S IS) m .••mr rmazme Manz Iwc wr uoWarr w 0 0 z M 0 W z 0oC Ln 000 _J ral w ® O MAN FLOOR 11515F. UPPER FLOOR WI5F. J TOTAL LIVING 21385F. 2138 GARAGE 4518F. ENTRY 14 SF. oat TOTAL SQ. FT. 2663 SF. MAIN FLOOR PLAN NOTES" ' GARAGE LEFT 2A 1 1•tWf4 IRRE IRL4 YK•G1 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS to• Jr Je• 4S' WJNOOW CALL -OUTS WFCz WFCz 3NF4 4"FCz wY Jr 01OF4 JOJOFCz 3MFCz 4MOFCz p36' 0J0 59 1030 W 303069 4930 $1 O 4v E405N M495H 31v9sm 4910sm 1 C4o r•c "c Lor to L of-a-rr lEYfm MZma eo' mew Jahn 5u 05o $u 4v,0 SITF V I 4• e•as( Jams( JOb051 MOST fi4vartrt•.Saan•oFctur.SFOR xLt voos.w I W u nos sus eta FSJ uwa\ rui vaJ:( FiR yy O MAVFtCt1F SF'FLFtGLtCFS ` D aFOVts Z iB:FERJOFLOOR R46FORSIttE6WJ WI 0 54YI. E IAFG•5{(CtuEJi:t.7• LYII.O.Ff06:D msr z. mraTun GLA65• FL7 aaa..Ri\aa frrr o.w. uwo •a. m.w. wo .va wmwa vrswamr tue rccreerttwwsan - er.w•.. cF V JrG SYtt (afar ud IOY tglrp[L • \ MFDIMIt1Ct1 CLEAR OFMIEW3 > It O t/01fiLW,QA%UE1E §ea0Y66 e1QUW b pDa16t0'.IImM• E111.1 Y Wd f00`.! Ye aMaim = ifF roEN MWAL rfA MW611•DESfWEWLSO11MOK IotTMrl lnE Lt0a16l0URR 0wtwu07XO l Ala UOCnnYLt 01111 uare11 , I aLawa i6Lt•wol{tr, RY\E E YER Y nalaCtWAARLOWET' 1"mxlioK HIVEDIIOfR1EnrDLNkRlWGILOmE1wpuwolrgl r+Ewaa otvlsfaalrmrouaLYErItlL.tNlLraf, ErYL1 nE p z IOYWflOf 6OFI10101RFKUY I<+804trLYElrE1mOZ ce ocl F- Lno 00 .__ 1 oQ Jf- 1. 2138 YYL YWU AOOR MN A9R3 UPPER FLOOR PLAN NOTES i t"" 1 GARAGE LEFT Florida Building Code Online C Page I of 3 aProfessionalBusiness sm Dp")W)tj eUS Home lop In User IteglWatlon Hot Toom I Submit Surcharge ! Stats 6 Facts 1 PubaoOom FeC Stag BCIS SU Map Unks Search Bus1nes Pr"otessi vial Product Approval USER: n Public User Regulation pr9dud Aeaioval Menu S preaucl or Aoolknkm Saerch,> Apillkatlon List a Application DOtWI 4 FL15225-R3 r Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Therma-Tru Corporation 118 industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Usting National Accreditation & Management Institute Ryan J. King, P.E. Validation Checklist - Hardcopy Received Standard 101/1.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201, 202, 203 Method 1 Option A 06/13/2015 06/28/2015 Year 1997 2002 2002 2002 1994 https://www.flOTidabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL it Model, Number or Name Description 15225.1 a. "Classic -Craft" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R3 C CAC 15225.1 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (6'8 Door Products), INST FLIS225 R3 11 INST 15225.1-68.0df 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 Fi 1S225 R3 11 INST 15725.1-80.odf. Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST iS225-68M:odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FL1522S R3 AE Eval•15225.1-68.odf FLIS225 R3 AE EVAL 1S22S.1-R0.adf FLI5225 R3 AE EVA 1522-68M.odf Created by Independent Third Party: Yes 25225.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC IS225.2 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions. Other: See INST 15225.2-68 (6'8 Door Products) and INST FLI5225 R3 Il INST 15225.2-68.odf 1522S-68M (61 Door Products Direct to Masonry) for FLI522S R3' 11 INST 1MS48M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports Ft 15»5 R3 AE EVAL 15225.2-68.odf. FL15225 R3 AE EVAL1S225-68M.odf Created by Independent Third Party: Yes 15225.3 c. "Fiber -Classic' and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225R3 C CAC 1522_S.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2022 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (68 Door Products), INST FLIS225 R3 11 INST 1S225.3 e.od . 15225.3-80 (8'0 Door Products) and INST 15225-68M (60 FLIS225 R3' 11 INST 1S225.3-80.odf Door Products Direct to Masonry) for Installation FL15225 R3 it INST 1522S-68M.6df- instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "1' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of Installation - Excludes Opaque FLIS225 R3 AE EVAL 15225:3-68.odf. Benchmark Door Panels.) FL1522S R3 AE EVAL ]5225.3-80.odf FL I S2 5 R3 AE EVAL 15225&8M.odf, Created by Independent Third Party: Yes 15225.4 d. "Premium Series" and Benchmark by Therma-Tru' 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fr ±5 2S R3 C CAC 15225.4 NAMI ceds.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (68 Door Products), INST FLj3$j35 R Il INST15225:4-68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST I522S.4-60.od/ Door Products Direct to Masonry) for installation FL I S225 R3 11 -INST 15225-68M.06f instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 'R3 AE EVAL 15225.4-68.odf Fr 15 2S R3 AE EVAL15225.4.80.odf FLIS225 R3 AE EVAL 1S22S-68M.odf Created by Independent Third Party: Yes 15225.S e. 'Smooth -Star' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" I without Sidelites. Inswing and Outswing https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 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: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FI S»5 R3 C CAE IS22S 5 NAMI eerts.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 •11 INST 15225.5-68.odf' FLIS22S R3 -11 INST 15225.5-80.odf FLIS225 R3 11 INST 15225-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.5-68.odf FLIS225 R3 AE EVAL 15225.5.80.odf FI tS22S R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate ELIS225 R3 C CAC 15_225 NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225S225 R3 H INST 1522r+ 6-68 odf FLIS225 R3 11 INST 15225.6-80.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes flack merit Co n_ct US :: ISM Nerlh'Memea Skeet. Tallahassee FL 3299 PJlonl: 850 1 i.187e The State of Flodda is an AyEEO employer. r :rNM 1MI>•2gt3 SLte of Florida..: Privam Statement •. A-sibihr :: Refund Statement Under Florida taw, emall addresses are public records. If you do net want your e-mail address released In response to a public -records request, do not send electronic mill to this entity. Instead, contact the ofnt8 by phone or by traditional map. If you have any questions, please contact 650.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an emaa address II they have one. The ermb provided may be used for ofricial communication with the licensee. However email addresses are public record. V You do not wish to supptv a personal address, please provide the Deparbrlem with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, FS., please ckk iiM. Product Approval Accepts: ice' Cre t AJ E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smootb Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within tn-_.:__ . iu A attt, d' wdinwnf{n. PIAe.'Om i* nrrretitt.et by The American National Standards Institute (ANSI). CertifiedNAMVsCerted Product n at Inswing v cloMil. v.r..nuucc Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact outswing O a ue Size PostNea Rated Comments X I/S Opaque 3'0" x 810" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Sin le X O/S Opaque 3'0" x 8'0" 471-47 No NCTL-210-1940-1.2.3.4/iTF-257F Single XX I/S Opaque 6'0" x 8'0" 40/-40 No NCTL•210-1940-1.2.3.4/iTF-257F Double Standard Aluminum Astragal XX O/S Opaque 690" x 810" 40/40 No NCTL-210-1940-1.2.3.4=-257F Double Standard Aluminum Astragal XX I/S Opaque 610" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/ITF-257F Double Coastal Aluminum Astrazal XX O/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/iTF-257F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 594% x 8'0" 40/40 No ETC-01-741-10593.0/L-2173/TTF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 8'0" 40/-40 No ETC-Ol-741-10593.0/L-21731TTF-257F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 8'0" 40/-40 No ETC-01-741-10593.OM2173/iTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 874" x 810" 40/40 No ETC-01-741-10593.0/L-2173/ITF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/47 No ETC-01-741-10593.0/L-2173/ITF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 810" 47/47 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astraltal Le__.__ M_ .4tJ inRti.7..v/Ywnc VA 2in72 National Accreditation & Management anstttute, Inc.,w,yr veurgc VVasuuegau.. I'm'" r • , Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within enna t_.......... n—A..-. r :-.:__ _\.....:wn..r.Ane inn NAMire [rarti6eatinn Prnoram is nerredited by The American National Standards Institute (ANSI). NAM I s kRUOrUu rfuuuGa wat"gr. na Inswing o....«............... r....... Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Nex Rated Comments X US Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/iTF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-Ol-741-10703.0/L-2097/fTF-254F Single XX I/S Opaque 6'0" x 6'8" 40/40 No . ETC-01-741-10703.0/L-2097/ITF-253F Double Standard Aluminum Astragal XX O/S Opaque 610" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/I7F-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/TTF-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097=F-254F Double Coastal Aluminum Astragal OXO/ OX/XO US Opaque Door 514" x 698" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Sinele w/Sidelites Glazed Sidelites OXO/ OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-Ol-741-10593.0/L-2097/I-TF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097IM-253F Double w/Sidelites I Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-0I-741-10593.0/L-2097/iTF-254F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal v n-rr National Accreditation & Management Institute, tncJ47V4 George Washington iYlemyrnuyea, vr 2-5-1 Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAAfl AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: 141005330-115 108 Mutzfeld Road Certification Date: 10115/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/ 2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Beacbmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/ TAS202 The "Notice of Product Certification" is only valid If the NAM[ Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within i_ _ _ i.- t I... -rre A...-.i..en Natinnol Rtandarrls institute (ANSII. NAMI's Certified Product Configuration X Listingat w Inswing or OutswLnr, I/ S v. ' am car ca Glazed or Opaque Glazed c m. NAM rs Maximum Size 310" x 618" l. enincauvn Design Pressure POSINCR 47/ 47 rry rail, 41 tl.:.: N Missile Impact Rated No ed, W . I . "% l. O... .u_ .._..v__. v__..__. __ _____.___ Test Report Number Comments NCTL-210-1940- 1. 2.3.4/i-I'F-256F Single X O/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/1'fF-255F Single XX Double XX Double I/ S O/ S I/S O/S I/S Glazed Glazed Glazed Glazed Glazed Door 6' 0" x 618" 690" x 618" 6' 0" x 6' 8" 610" x 6'8" 5'4" x 6' 8" 40/40 40/40 471-47 47/47 40/40 No No No No No NCTL- 210- 1940- 1. 2.3.4nTF-256F Standard Aluminum Astragal NCTL- 210-1940-1. 2.3.4%T7F-255F Standard Aluminum Astragal NCTL- 210-1940-1. 2.3.4fTTF-256F Coastal Aluminum Astragal NCTL- 210-1940-1. 2.3.4/TTF-255F Coastal Aluminum Astragal ETC- 01-741-11008. 0/L-215IrM-256F XX Double XX Double OXO/ OX/ XO Single w/Sidelites O/ S Glazed Sidelites Glazed Door 5'4" x 6'8" 40/-40 No ETC-0l-741•11008.0/L-2151/TTF255F OXO/OX/XO Sin le w/Sidelites I/ S O/S I/ S O/ S Accreditation Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Management 8'4" x 6' 8" 814" x 618" V4" x 6'8" 814" x 6'8" Institute, 401-40 40/40 47/ 47 47/ 47 Inc./ 4794 George No No No I No Washington ETC- 01- 741- 11008. 0/ L-215I/TTF-256F Standard Aluminum Astralzal ETC-01- 741-11008.0/ L-215I/TTF255F Standard Aluminum Astragal ETC-0 1-741-11008. 0/L-215 IMF-256F I Coastal Aluminum Astragal 255F ETC-01-- 541- A AluminumnumAstragalMemorlsy/Hayes, VA 23072 OXXO Double w/Sidelites OXXO Double w/Sidelites OXXO Double w/Sidelites OXXO Double w/Sidelites National Tel: ( 804) 684-5124/ Fax: ( 804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therms-Tru Corporation Certification No.: NI005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within N rttfcation eom NAMI's Certification Pc ram is accredited by The American National Standards Institute (ANSI). NAM1 s Certified Product Configuration Latm at Inswing or Outswin V. am ce i Glazed or Opaque Maximum Size Design Pressure Pos/Nez Missile Impact Rated Test Report Number Comments X I/S Opaque 310"x 618" 67/-67 No ETC-0I-741-10702.0/L-2096/ITF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0M2096/rTF25IF Sin le XX I/S Opaque 690" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/I I F252F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/I-1'F25IF Double Standard Aluminum Astragal XX I/S Opaque 690" x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-215 I MrF252F Double Coastal Aluminum Astragal XX O/S Opaque 610"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TI'F25IF Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 514" x 6'8" 40/ 40 No ETC-01-741-11008.0/L-215IITTF251 F Single w/Sidelites Glazed Sidelites OXXO US Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-110uminum Double w/Sidelites Glazed Sidelites AstragalStandardAluminumAstal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01 -741-11008.0/L-215 InTF25 I F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215I nTF252F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151=251F Double w/Sidelites I Glazed Sidelites I Coastal Aluminum Astragal National Accreditation Management Institute, lncJ4794 George Washington Me or! y/Hayes, VA 23072 Tel: (804) 684-51241Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: C/ g THERMAITRU 0 THERMA TRU DOORS 116 INOUo",,L Dot.. COOCoMm. ON 43517 Smooth -Star" and "Benchmark by Therma-Tru" 6V SINGLE AND DOUBLE OPAOUE OR GLAZED PANELS W/ & IN/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. ;Ink product onchoring drawing has been developed in complance with the 51h Edition 12014) Florida Building Code (FOCI excluding The'4ogh Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes. specifications and ratings. 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment 1e 1--d shot be beyond wal dressinmg stucco foam. brick and other wag 105.50' MAX. OVERALL FRAME WIDTH t 111 I I Ij 4 j s u I I I I I I I I I u 2 4 5 6 e 6 DOUBLE W/ SIDEUIES OXxO MAX DESIGN PRESSURE SS.O -55.0 10 hose ma coverings. -y 3. Wood crews shoo be installed following Installation instructions of ANSI/AF&PA NOS 2012 AD other fastener types to be installed fallowing fastener manufacturers Installation instructions. 37-V MAX. OVERALL I WIDTH K VA 4. Fastener embedment depths, edge distances and center -center distances shal be as specified by The fastener manufacturer but In no Instance shoo they be less than shown In This drawing. °_. 3 5. Where shims ore used. they must be a rigid / stilr mateliat that comples with the 3 requirements of the F8C. g 6. Positive and negative design pressure requirements for use with this drawing shal be deterrnined by others (or specific jobs In accordance with the govetNng code. 5 /1 11-11 I I Iok; i ii I A s7. Site conditions not covered by this drawing are %Mect to further engineering ono". TABLE OF CONNIM SNffri I DESCIMM t W ete•otioro. design a General notes 2 111CIr 3 frame arc 4 Poome anche ft a bN of noterlob 5 ter a vertical Coss SGCBOnS 6 VeAkol cross sections SWOLE x MAX DESIGN PRESSURE 67.0 -67.0 68.SQ MAX eOVERALL WIDTH ee 1S35 SINGLE W/ SIOELM OW MAX DESIGN PRESSURE 40.0 -40.0 TA QI-u4T DOUBLE xx MAX DESIGN PRESSURE 55.0 -55.0 car NAtawuErwro a taro 5WV_W SIGNATURE SEERS tAMN 9WIC WS481ANRE SEM lip DEA0110U S3.fiT MAX. OVERALL WU Kt K SINGLE W/Sruwtr OX MAX DESIGN PRESSURE 40.0 -40.0 itT T 9 Epppp CO W 911E i O i z c 2121112 i N.T.S. rr. JK a R LFS l 15225.5-68 a 1 OF 6 C on s' II MULLION 4 II MULLION I I SHOWN FOR I) SHOWN FOR 4q MASONRY OPENING TYP. HEAD MASONRY OPENING 1 TMP, I I REFERENCE MASONRY OPENING II TYP. I I REFERENCE 11 i gt i dt JAMBS HEADII JAMB$ I I g R 2X BUCK JAMBS 11 2X BUCK 11 III II I a ad a2xBUCKinII I I a I I I I I IMULLION a O I( m y I I SHOWN FOR I I Or ti III61dIIREFERENCE I II C:!. II II II IIII II II II Lx0 YN r SIN•. co SINGLE DOOR B ICI(ANCHOR NG F W/SIOELITE BUCK ANCHORING SINGLE W/SIDELITES BUCK ANCHORING m 8I MASONRY OPENING NOIES: I. b—.x*min.S.G.aom. 2X BUCK CONCRETEANCHORN(M 1. C 1 rote anchor locals rss at the comers maybe ad)usfed tomaintain the min. edge dbtaneo to=j0inM 2 ConOrots w Ieaafienf rofed of -MAX. ON CE MF-must be adtlnfed to maintain fhe min. edge dbfanco to mortar PhI . aCkfi not Concrete onUtea may be roamed to ennxv the iAAX ON CEMER' 4prionaon ore not exceeded. J. Concrete anchor table. ANCHOR ANCHOR MIN. MRI: CIHIftANCE 1oAGi. wR1. AHN ; tU"NCE IOAQIACENr 11TE SRE EMBEOMEM EgtiE. ANCI%OR• 1/ 4 1.1H' r TAIW1/ C umAcoEICO N ei I— r 1 I R J TYP. HEAD III II SHOWNNFOR TYP. II REFERENCE MULLION 11 SHOWN FORIIREFERENCEII T S dt JAMBS ASTRAGAL HEAD I' SHOWN FOR JAMBS II II Ld REFERENCE 2% I I BUCK ttii X^ II ASTRAGAL II a^ i 1 tSHOWNI I a o I I FOR REFERENCE II c} o p Q II II U 1 1. II II II II y u° ow221 12 sort: N. r.S. ° II On. On JK DOUBLE BUCK DOOR ANCHORING AYJ NR QQUBLEBUCK W/ SIOE ITFS ANCHORING FL- 15125.5-68 a N aOs Pros a ; C- L jF+ 1 I _ MULLION SHOWN FOR REFERENCE A w/2X DUCK INSTALLATION O 9 w/IX BUCK INSTALLATION Q TYP. HEAD 6: JAMBS C• y PAIRS 1 1YP in La - 1- TEW W p O in WSEE OETAIL '4• o I SEE 3 DETA0. N 1 6L_ 1 T-- r J. •• till„ %,` N r A, W/2x BUCK f MULLION INSTALLATION e e SHOWN FOR w/lx BUCK - N 4 REFERENCE >. 9 INSTALLATION O1 Rf X BUCK INSTALLATION h s3 0. 1YP..HEAD 3 3{ EW (ice X DUCK 114STNIATION , ^ 34 V 7 HEAD3 JAMBS U O 16 SEE Jc $ SEE - 5 - DETAIL 'I 5 DETAIL '2 VIEW "C'--C" SINGLE DOOR W/SIDMITES VIF 1V E'-"E• -VIEW 'D"-"D' SINGLE DOOR W/SIDELITE VIEw "R`-'A' SINGLE DOOR VIEW A"- i1' POW W/ 67110 . CMVW.Artn rAVIDO . nEII /Jo l»9• ALL somor O OooR JIMI a>acnosl SOME NOTES: 1. rho sidekle is direct set into the jamb vAth (12) R8 X Toth. wood scnKYL mere are (4) at each veftd Jamb. Rom the top down of 13.5: 31 . A&$' a 6B mere are (2) of the header at 4' from the ouhlde comers of the Rome. mere are (2) at the dE 4" Rum the outside comers. Z For optional sdeGte construction with staples. siderte U direct set Into the jamb with (4) rife"X 1 •J/j 16 ga. staples along each jamb 16' Rom ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: I. Concrete anchor locowns at the comers may be ac$Ated to malntaln the min. edge distance to mortarjoints. Z Concrete anchor locations noted os'MAX• ON CENTER' must be adjusted to maintain the min. edge distance to mortarJoints, additional concrete anchors may be required to ensure the'MAX. ON CENTER-almensfon ore not eXceeded. 3. Conaete anchor table: ANCOfOIR ANCHOR MIN. MIN. CLEARANCE Mf"LEARANCE Sim EMBEDMENT f0 MASONRI' iG AGJACE(vT TYPE Mot AMGMOR in"PCON 1/ 4' 1a/c r 1A TTw • 3/ 16' 1.1/r r 1.1/r TA/CON W/2X BUCK 2 INSTALLATION S W/ 1X BUCK it INSTALLATION QML ' 6' DETAIL -2' W/2X BUCK p INSTALLATION W/ tX SUCK AT no 1 C t OCTAIL ' I OISE r M C 2 z1 1z N.T. S. a R JK c a: LFS 15225.5- 68 c L OF - a Gr b L y C VIEW 'C'-*C 7' 4 =- - -57 3" 7Tp 1.- f-- 3 SEE NOTE JI A SHEET 3 1 SEE DETAIL J' 1 9 ASTRAGAL) 1 MULLION SHOWN FOR 1 SHOWN FOR _ REFERENCE 1 REFERENCE ONLY 1 u _ 16 d 16 1 16 5 1 s I 12 E' DOUBLE DOOR W/SIDELITES 1; rrr i O i IN n$N ```NA `•`,Aim' a PAIRS 30 > .^. ai A'S `s lfilijl 2 L V. INSTALLATION BUCK - t SEE 0;T,1 ' fW/2X AUCX A 2 C r, # t , iTION INSTALLATION W < - - 2 Z W/LX BUCK ao G fYP. HEAD INSTALLATION 'y, cj NJ FORJAMBSSHOWN HEAD o REFERJAMBS O1 ( x• ae e° v' 1 : SEE 4- 1 _ o. DETAIL 1 SEE Wa = = o \ n 16 ; 16 DET" 11. c + N 5 5 1 1 S i IW-J goNEW ' E'-"E" DOU9LE DOOR NEW A'- A Dom W/ *WON% C'°°NIw" FASnXM MEW 03D mF. AU Smnm M OW 4 We Coromcwo) W/ 2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C 4W/2x BUCK Item DESCRIPTION Material A 10 x 2-1 2 P 00 SCREW STEEL. B X I- +PFH WOOD SCREW STEEL C 110 X 1 PFH WOOD SCREW STEEL I 10 x 3 4 L WOOD SCREW Hine to Frame 1#10 STEEL x 2 L0SCREW ST L 3 x- i 2 WREW STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW 11/4' STEELgx I- 3 4 ITW PFH CONCRETE SCREW STEEL 9 IT 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW ST EL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE I6 14 X 2-1 4 PFH ITW CONCRETE SCREW STEEL 2 HEADER JAMB SUGAR PINE SG >= 0.J4 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD W000 30 172 X 1 X 25 GA. CORRUGATED FASTENER INSTALLATION 3" - I 0 ^ W/ 1X BUCK II 4 L •1. INSTALLATION 9 141 DETAIL ' 3' B ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME v < AS SHOWN. I C -Z MM 2121112 site. N.T. S. I an er JK ewe w LFS i FL-15225.5- 68 c 1-T G f t 13) 13 •, fflf111 $$ a Y r: iQ• E N I BUCK h V ry 2X SUCK. R + INTERIOR EXTERIOR 1.2V v A % rq INTERIOR EXTERIOR INTERIOR EXTERIOR 1 HEADJAMB 2 HEAOJAMB 3 HEAD JAMB 7N uhn lw g S T sfihOowT°n Tuu p+` Nushown1 2X BUCK INTERIOR INTERIOR O A v A c CK EXTERIOR EXTERIOR a QI S MIN. _ C•SINK ^ 2.7 MAX. ,.NAESMSPACE $MSP 1.18. SIS. z 1EMB. 1YP. orz 2121112 i 3 Mr. fm. Jx e 4 VERTICAL SIDE JAMB S VERTTCAI SIDE JAMS om. W. Ln Sj To b w".k S To wood no. ae nc w: n W.. fgOawn+fiOT' FL-15225.5-68 n 0 INTF i 1 VERVCAL.CROSS SECTION 6 u" cww7-w 4 VERTICAL CROSS SECTION b Intwn0 oonbpwoton T INTERIOR EXTERIOR C " Zu EXTERIOR INTERIOR L N 6 f l 20 v 13 21 12 !t j gg Z 3n 13" 16 2 VERUCAL CROSS SECTION b Oufsw4gconGpualbn 3 VERTICAL CROSS SECTION I u fl EXTERIOR L n INTERIOR i VERTICAL CROSS SWWN b oumwvgconl uraien EXTERIOR INTERIOR b VERWAL CROSS SEaOM b Ouhwbv con 9nion 2 21 12 N.T.S. i n' JK e a tFs 3 No nw, n 15225.5-68 c T -T THE'RMAITRU 0 THERMA TRU DOORS 11a 1"Oug"IAL all.. eoucR .a. ON 43347 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & IN/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes FGI05- V MAX. OVERALL FRAME WIDTH 5 1i; ;1; may,=ar, -;yJ; 11 11 RR 11 11 1 Y •t_l et_1 Y__Y 11 S II 11 II 11 11 l 1. This product anchoring drawing has been developed In compliance with the 5th Edition 2014) Ratdo Sulding Code jFBC) excluding the'Nlgh Velocity Hurricane Zone". See the Certification Agency Certificate for sues, spedficotions and ratings. 2. Product anchors shop be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing. stucco. foam. brick and other wall coverings. 3. wood screws shall be installed folowing installofion instructions of AN51/AFBPA NOS 2012. All other fastener types to be installed following fastener manufocturers instoMpon instructions. 4. Fastener embedment depths, edge distances and center -center distances shop be as specified by the fastener manufacturer but in no instance shall they be less than shown InN* drawing. S. where shims are used, they must be o'rigid / sfitr material that complies whh the requirements of the FBC. d. Positive and negative design pressure requirements for use with this drawing shop be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering analysis. T'ANE OF CONTENTS SNEfT• DESCNPRON 1 Typical elevohms. design Dreswres a general notes 2 Buck am 3 Frame a 4. h_ o a ux o maledoh 5 Holfeontd a veftd cross W-fiom 6 Vertical Cross wctbm 68-V MAX. OVERALL WIDTH3I ' s, s 5 9=71 II11 II11 1 1 1' ; 11 11 11 p IIII 11 1; ; 1 1 II 11 II1 1 11 1111 11 1' 11 '1 11 II 11111111; ;1 11 11 II II 1, ,1 11 II IIII 1111 1 1 81; ;1 1111 ;1 I 1 I I 6 e 6 6 6•- 6 8. 8 • 6 8 6 DOUBLE w/sioatres Oxxo SINGLE W/SIOEUTES OXO MAX DESIGN PRESSURE LOCK #MVWAnarG a Saner IMAX DESIGN PRESSURE 47.0 -47.0 9WIDErOGRARMsa0IAICe 1 +40.0 40.0 Inssxrers MARIusma7eO Ducar 37.SQ MAX. OVERALL W! TM9=71' 74-0' MAX. OVERALL WIDTH 53.00' MAX. OVERALL WIDTH S I 1 1 I I I I 11 I 11 " 1 I I 1 H;, 5 S iT T; Ir-YI Ir YI lr-YI Ir-ill 1 'IT'Yi I I 1 1 ,H, n II 11 II 1 II 11 11 II ,I 1' 1' I I; ;1 1; 9 II Ill ll II 11 ll 1 I 1 1 er- 1 I}_11 ly_11 L__I L__i Il.11 Il_I 5 el__J L__J 1/ 11 Ar- IE 1"A 117-!' Ir-Yl Ir-Yi Ir-YI Ir-Yl 11 11 1 I , L1"„ 1 1 11 11 II 1 11 II y1 it S 11' Y_ _ Y SINGLE X DOUBLE Xx SINGLE w/SIOEUTE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 +47.0 -47.0 +40.0 -40.0 N? W 04 n JK 6 e LFS 3 c la: d 15225.5-80 a MULLION MASONRY 4 11 SHOWN FOR NRY .11. t•t•t•{.....j.1•. MASONRY MASS REFERENCEEAOOPENING • Hp ' F o o s" kJAMBSHEADIIHEADIIIIi3 •: 6c JAMBS h JAMBS II 9 t., no II n I JI v `Z 2X BUCK o 2X BUCK I I MULLION J11 '1d II II SHOWN FOR II h c I) II REFERENCE II a II II II 2X BUCK X. SINGLE DOOR SINGL W/SIDELITE SINGLE W/SIDELITES G X. m BUCK ANCHORING SUCK ANCHORING j'- BUCK ANCHORING 1 1' MULLION MASONRY < 1 A I I SHOWN FOR 1 MULLION I TYP. HEAD I TYP. II REFERENCE 1 SHOWN FOR II = OPENING REFERENCE II c do JAMBS Q ASTRAGAL HEAD 1 in 1 SHOWN FOR & JAMBS 1 II , z 1 REFERENCE 1 II BCK NO> ET: 2X BUCK 1 11 1 II I. 2X buak min S.G. 2 0.55. 1 11 1 li II ASTRAGAL I) CONCRETE ANCHOR Nobs: 2X I I IN- SHOWN FOR I I • I. Concete anchor IOCOWM at NV Comers may be 00eed to maintain the met 1 _ BUCK I I 1 REFERENCE 11 i edge d0crice to m4rtari0inlL d I I 1 11 x^ 2. Concrete anchor bcatbro noted of MAX. ON CENTER' mug be 0*AIed b 1 • martrorn the n*L edge absence to mortar/aints. oddtiond concrete anchors 1 ;n may be revered to eno" the M". ON CEN r dvnernbn am not erceodod. 1 ^ ci I 1 1 11 Z e a. Concrete anchor tabee: 1 I I 1 I I c a xt 2121112 1 i 1. I I 1 I I ^ sOua N.T.S. 9 1 I I 1 11 oyc er. JK o' Cm of LFS aw . ti .•• •. •Ii .• aa. ac W3 R it i. QOUBLE DOOR MASONRY DOUBLE W/SIDEUTES FL-15225.5-50 c BUCK ANCHORING OPENING BUCK ANCHORING yQT , 6 On ANCHOR ANCHOR VAIN. MW. CIfARANCI M7/: ClfitRANCf TYPF SIlE fJNlEDlNEM TO MASONRY fOGE To tai iurtr ANCHORTAhGON• ELGO uuRAcoN E' b' C, 73F+--) 3' F-- 3" I 11 I I I MULLION tls SHOWN FOR DI REFERENCE A W/2X BUCK INSTALLATION — In v O 9 W/1X BUCK INSTALLATION TYP. MEAD & JAMBS — 7" 3' n i°a MULLION ILA SHOWN FOR - Ya'r REFERENCE 2 WW 2X BUCK INSTALLATION Ix BUCK INSTALLATION P. HEAD h JAMBS - 1 SEE - p = • 6• - NOTE I SEE C o W Q 16 16 16 16 _ DETAIL in 4' 8t 16 4t iu 5 12 iii 5 iii 12 N + n 12 rm ins ul . - _ C. b, E" -T VIEW ' C"-'C" SINGLE DOOR_W/SIDELRES VIEW 'E"-'E" VIEW b"-'DSINGLE DOOR W/SIDELRE MOM M/ MMMAL 0MUrArm FASmMMJ. IIEU JJC (FP ALL sv nl: M aoar 4 n eorresrovD N h 0 A w/ 2x 13upc INstaLAnoN w/ lX BUCK - SEE p: 9 INSTALLATION TYP. HEAD h DETA JAMBS in ci C 11 6 1'—' 51 C9" A' VIEW SINGLE DOOR VIEW A'— A" SIDEUfEMARWDARE NOTFS. 1. The side6te Is dfrecf set into the Jamb with (12) #8 x Y pfh. wood screws. There ore (4) at each B verlicol)amb. ( ram the top down of 13.5". 31 •. 48.5' 6 66". There are (2) of the header of 4' Aom the outside comers of the home. There ore (2) of the s16 4' from the ovhfde comers. 2. For optional sidelife construction with staples. sidefte is dsect set Into the Iamb with (5) "j, X 1 C 1-314" 16 ga. staples along each Jamb (6' from ends and equally spaced thereafter). 3. Latch deadbolt and hinge locations volt'. See Cerfihcolfon Agency Cerlifcote and corresponding feat reports tor specific dfmensions and design pressure ratings. 1 CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the corners maybe adjusted to maintain the min. DETAIL '4" edge distance to mortarjoinh. 2. Concrete anchor locations noted as "M.AK. ON CENTER" mvst be odjusted to maintain the min. edge ditance to mortarjoinls, addffbnof concrete anchors may be required to ensure the MAX ON CENTER' dimension are not exceeded. A A 3. Concrete anchor toble: ANCHOR ANCHOR. MIN. MIN. CLEARANCE TO MASONRY M1N. ACENCE TL) AWUJACiIVf 1 1 TYPE SITE EMBEDMENT EDGE AhtmOR A A r1w TAPCON° Y 1" ITW TA/OON° 3/16' 1.1/4 r T (n, DETAIL Za V I Si 5 INC. er' JK ac a LFS 5.5- 60 a 6 E- C• 4 1 SEE DETAIL .3. III A w/2X SUCI MSTALLATIO SEE NOTE 3 1 II w/Ix sucr SHEET 3 1 9 INVALLATIO 1 TYP. HEAD 1 MULLION J & JAMBS SHOWN FOR REFERENCE ASfRAGAI 1SHOWNFOR - REFERENCE 1 ONLY 1 - 1 1 SEE t6 16 U 16 16 DETAIL 1 12 10 5 1 .5 11 - t2 III 1 VIEW •C,-,C • OOURL_F DOOR W/SIDELITFS y yin yin 9' ZW A• ZW 7O -_• WSN >W= SV7 3• vy of 6. 1 w/2x BUCx A SEE DETAIL I I ALLATIDN o. SEE13 DETAIL - - 133 I.Si LIAt tOKN 9 6 1 n ri 1 TYF. HEAD & - JAMBS _ 4ASTn SHOWN AA REFERENCE _ C9 = I ONLY 1 s .\4 1 e7 1 U t6 16 5 1 5 u 1 T I A• 16 VIEW •E•- 'E jDOURLF DOOR VIEW A• -A - Item DESCRIPTION Material A 110 x 2-1 2 PEN W 00 SCREW STEEL B 1 1 _ STEEL C 10 X t PER WOOD SCREW L t 110 x 3 4 W. FH WOOD SCREW Hm a toFrame) STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITN CONCRETE SCREW STEEL 5 0 1 4 x 1-3 4 ITW PEN CONCRETE SCREW 1 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL STEEL i0 11 8 X 3 FH S 3 16 x 3-t 4 ITW PFH CONCRETE SCREW t2 t 4 x 3-1/4- ITW PFH CONCRETE SCREW 13 01 ONRORYHOLLOW BLOCK (CONFORMING TO ASTM C90 RMING TO ACI CONCRETE 16 1 4 X 2-1 4 PFH RW CONCRETE SCREW STEEL 20 21 HEADER JAMB PINE SG >= 0.42 3 4 THK. PRESSURE TREATED SIDELITE FAO WOOD WOOD 30 1 2- X t- X 25 GA. CORRUGATED FASTENER STEEL Dow W/ ww" camrAnv FA$ tV- RLY f t717. VI scam 70 OOM we aO NOCI s) 8 t C tt 1 0 DETAIL ' 4- A DETAIL ' 3" ATTACH ASTRAGAL THROW t STRIKE PLATE TO FRAM AS SHOWN. A 1 DETAIL " I' 011E S M 3 i p c Z u auc 2 2I 12 = 9rxo N.T.S. 5 vc. er JK a on, , 7: LFS ; yIAxAC N0: u FL- 15225.5-80 c s+ asr 4 a.si o ix BUCK IW INTERIOR EXTERIOR r1"\HEA0JAMB -- k,! JTo I x suboxt lnrAftshownd - INTERIOR EXTERIOR 2'\ HEAD JAMB L: INTERIOR EXTERIOR shown 2x BUCK INTERIOR INTERIOR 9 2X BUC K INTER 0 1 / W Z A Ilk a d EXTERIOREXTERIORIIIlei9 Sp I WPACELi I. IrMN. IATMIN. 7IS BAB, EMB. A- n12rm1N* am 2121112 EMS. TYPI vALL. N.T.S. 01 3 mm JK VEIMCAL SIDE JAMS L_ CALSIDE JAMB -f S CkK, Or. LFS TO vlow (tome kovkVshowrl FL— 15225— 0 smw 5 or 6 . INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR h = •• Z • u 20 on 13 z 13 21 12 fln 13 7u 6 VERTICAL CROSS SECTION 6 LLCCRp1OSSS SECROM 6 VEIMCAL CROSS SECTION a INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR zWO 2 ad 16 1- e 13. u° 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION 6 VERDCAL CROSSIECTION o•n; 2 Y 1 12 1 b ytivv(np con. purotion b Ouhwln9 confgualion b Ovhwinp eontpuotton WALLN.I.S. on or JK a' oa. •r. LFS ; ownre o: c FL-15225.5-80 a ZED or SL o THERMAITRU THERMA TRU DOORS 1 1 e IwouvT — on.. ceooRow. ON 43517 61811 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION 105-V MAX. OVERALL FRAME WOTH 1 2 1 KA M art9- ooaugsmRtmsolnro MAX DESIGN PRESSURE 55.0 .55.0 General Notes 37.50 MA) I. This product anchoring drawing has been developed In compliance with the 5th Edition 20l4) Rodda Building Code (FSC) excluding the'Iigh velocity Hurricane lone . See the OVERALL Certification Agency Certificate for slaw, specilkations and ratings. 1 2 2. product anchon shaft be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco. Foam, brick and other wall Icoverings. sic s 3. Fastener embedment depths. edge distances and center distances shall be as 1 1' 1 1, specified by the fastener monufacMer but In no Instance shall they be less than shown in 4 4' this droving. I. Where shims are used, they must be o'Yigid / stilr material that complies with the fi requirements; of the FBC. 1 ii iFill 5. Positive and negative design presage requirements for use with this droving shall be determined by others for specific Jobs In accordance with the governing cede. b 6 6. Site condtions not covered by this drawing are subject to further engineering ona". zwwx TAW OPCOMTDOS MAX DESIGN PRESSURE ware oE3tRtrrtoN van —aft +55.0 -55.0 1 TypiOal ebvotionlL d 8 rates t«,.e,mn. +65.0 -65.02„ 3 ' VartW aOs seCIW6 Ftainle 5 Fame MUMS 3 We of 50' MA71X. OVO ALL WIDTH Down sx MAX DESIGN PRESSURE 55.0 -S5.0 AR air ur tarty WItmems oxo MAX DESIGN PRESSURE 55.0 -55.0 53Z MAX. OVERALL MOTH 1 2 stow w/smemox MAX DESIGN PRESSURE S5.0 -55.0 tact ruwWaa Mils a starts R117Q[rtrGNAItIRtlEmss utar Rn7lastta3NAN Eftt f 7100[AOaatt wit N.i.S. as R JK FL-15225-68M Hn I OF 5 rl-"N HORIZONTAL CROSS SECTION ov Ib6poc%mfion I n INTERIOR 4 HEXTERIOR 2 HORIZONTAL CROSS SECTION 2 O0u9/Ibv6w.lg figu'tim INTERIOR 3 HORIZONTAL CROSS SECTION y W tls inB oOOn g'-t n h Y iuhi \Y' v us C Z INTERIOR LA i EXTERIOR S HORIZONTAL CROSS SECTION INTERIOR 4 4 Ouiso. ng figuration EXTERIOR r.l r4-'N HORIZONTAL CROSS SECTION 2 00u9/1 'inapmcb fgurown 7 o az we22t 12 i rxc N.T.S. 5 t. e. JK u aw n LFS FL-15225-68M c a agar a a EXTERIOR INTERIOR EXTERIOR I S MAX. 1 VERTICAL CROSS SECTION 3 g,-Isl coot IMERIOR 2 VERTICAL CROSS SECTION 3 l ls" fig oalion t EVERIOR beINTERIOR tti 1 ISMAX EXTERIOR i E 11 n INTERIOR 45"N VERTICAL CROSS_ S v vi,lW" CWMIA '- EXTERIOR 1 VERRCAL CROSS SECTION swYgoon guiollon tG! 9n I•. soffit 400C INTERIOR Iv fil EXTERIOR INTERIOR j 1 p most o 3 xm 21 12 mom N.T.S. ° sn er JK m as or. LfS a FL-15225-68M c wm 3 ay5, G M s Za. a j,g o . F g F T ry T— 1 iii D 9116-HE N '- 1 I ! I# 1m ." R d 6.9/16-HEAD ru ilP.91IF/W y 3 a z TT?.9HfAO , 9/1SHEAD ° L p 9/16-HE11 o n " Eu . 49/1S NERD MUWON > I IYP. m HEADy; dMUWONJdSHOWNFOR ^ f 49/id'HEAD OSHOWNFOR . REFERENCE °i z RS694CE - + U . n.. Ci - - R U - G 9/16• JAMB- S p G 6.9/16'1AM6 = p 6' JAMB - ° - ° M. ® JAMBS 1YP. 0 JAMBS TJAMB _ H 49/16-JAMS _ - H 449/16'JAMS cc SEE h 16 SEE c 16 DETAIL'S O I DETNL'1' , a Sff 5 S 12 ovAILY 12 n S 1JETAILza 3• 1 _ Is N W VIEW -C-"C" SINGLE DOOR W/SIDEUIES VIEW'r-'r VIEW'D"-"D" CONCeETE ANCHOR NOTB: 1. Conmete anchor woriont of the comer may be adtrsted to mo6rtain fhe rdm edge camrico to morfw joEnb. 2 conuere aodrabeaflons noted ar 7NAx. ON CENTER' must be o4usfed to mahloin Me m1n. edge distance to mortarWft oddinonal cowero andnn may be mauled to ereue Iho'MAX ON C 08rdmemion ore not exceeded. 3. concrete antra (CM: ANCHOR ANCHOR MINT_ MfN. CIE.RANCE MIN. CtEANMNCE rrTP EMBEDMENT jO MASONd Ip AIsiJICEN7 TYPE low AAIClIOR r r TAPCONe ELCO 1,p 1' P ULTRACON e 3/16' 1-1/1' AS SHOWN AS SHOWN TAPCON I SIDE a NOTES: 1. fie ddeRfe K dined set Into the jamb with (12) R8 x T p1h, wood screws. There ore 1q of each verticol jamb, from the top down of 13,5; 31 . IB.S' a W. More are (2) at the header of r from the ovWe comers of the home. There are (2) at the sit, I• from the oubtde comers. SINGLE DOOR W/SIDEUIF VIEW'l%"8" SINGLE DOOR VIEW — A" MME 3 0u rm 2121112 i VMI N.T.S. ' ere. ut JK a rK. tFS ; w.rso : a FL-15225-68M c secs s of 5 G s^ r a LI 7 T 3- I I I IIr 1 1 DETAIL p 69l16'N1EA0 TYP. 0 HEAO F 9/16•NEAO • ASTRAGAL O. SHOWN FOR U MULLION SHOWN FOR _ G 69/16• JAMS REFERENCE 1 REFERENCE TV. 0 JAMBS ONLY 1 H 69116• JAMB99T1 16 o 4 1 16 SEE 12 S S OVAL'S o t 0 1 12 g .+ 4 VIEW'C"•'IC DOUBLE DOOR W/SIDELINES VIEW T -"r SILL OF MATERIALS ON MATE AL 114' MAX. SHIM SPACEr0EMM' 1/4• X 2- /4' ELCO ORITWPFHCONCRETE CREW STEEL, MASONRY- 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 1/4•x2-1/4•ELCOOR - PFHCONCRETE SCREW STEEL 3/ 16' X 2J/P ITW PFH CONCRETE SCR STEEL 3/ 16• x 2-I /4• r P CONCRETE SCREW STEEL I / 4• x 1-3/4• aC0 OR ITW PFH CONCRETE SCREW STEEL J/ 16'x31/PIIWPFH CONCRETE SCR STEEL E24 I/rxbl/4'aC OR OWPFH C EIESC EW STEEL I /4' x 2 1 /4 PFH HW CONCRETE SCREW 51EB w9 X 3/4• PFH WS STEEL w9 X 1'PFH WSS1EaN 10 xla/4 PFH WOOD SCREW Sim A Inow SEE OEGI. 6' 11 p 69116• HEAo ASTRAGAL-' F 9% 6H C RElj `l,i s o C SHOWNFOR i ' 0 RWERENCE - V ONLT I6. 9/16'JAMS 0 TYP. 0 JAMB$ 149/16' lAAA6 N _ T, SEE DETAIL t - 8 W J cc DOUBLEOOUBIE DOORVIEW "A' --"A" s it v 0 N 27 DETAIL I" R ATTACH ASTRAGAL THROW SOLT STF M PLATE TO FRAME Lu 26 AS SHOWN. g 1 DETAIL' S" H « 3 cat 2t 12 = 24 9 wAx- N.T.S. oc. n: JK s DETAIL'I" ca. w. LFS FL-15225- 68M c I— -L of ` G R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dos 230 Valrico, FL 33595 Plronc 813.659.9197 Florida Board of Professional Engiiuers Cenifiesle of Atiftnirilion No. 9813 Product Category Sub Category Manufacturer Product Name Thermo Tr u Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single & Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I OutswingAssemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 6 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umltatlons: 1. This product anchoring has been developed in compliance with the 5lh Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following installations Instructions of ANSI AFBPA NOS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a 'rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-0 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. jest Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E 1886.02 / E 1996-02 2. Drawing No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Sheet 1 of 1 Testlna Laboratory Slaned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Slaved i Sealed by Lyndon F. Schmidt, P.E. A w 4 r 0 c " Lyndon F Schmidt, P.E. FL PE No. 43409 2I6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Volrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Ceniftcate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Thernts Tra Corporation Smooth -Star" and "Benchmark by Therma-Trv" Exterior Swinging 1181ndustrial Dr 8'0 Single S Double Opaque or Glazed Panels wl & w/o Sldelkes Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing f Outswlnp Phone 419298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3. Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt. P.E. do not have now will acquire financial interest in the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the 'High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFi3PA NDS 2012. All other fastener types to be installed following fastener manufacture's Installation instructions. 4. Fastener embedment depths, edge dimanoe and eentef-oora r distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site condition that deviate from the details of drawing FLA 5225.5-60 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents., 1. Test Report No. Test Standard ETC-01-741-10593.0 ASTM E330 02 I TAS 202-94 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940-1.2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02I E1866-02I E1996-02 2. Drawing No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA t19813) Sheet 1 of 1 Testing Laboratory Sinned by ETC Laboratories Mark 0. Passero, P.E. ETC Laboratories Wendell W. Haney. P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab. Lyndon F. Schmidt. P.E. Signed 6 Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. A r`rsba+tr Lyndon F. Schmidt, P.E. FL PE No. 43409 2WO15 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Don 230 Velrico. FL 33595 Phone a 13,659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9913 Scope: Product Evaluation report issued by R W Building Consultants. Inc. 8 Lyndon F. Schmidt, P.E. (System ID 0 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3. Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in colnpliance.with the 5th Edition (2014) Florida' Building Code (FBC) structural requirements excluding the "High Velocity Hurricarta Zone. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as lisied and spaced -as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225$8M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Support/ng Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 2011. 202. 203-94 2. Drawing No. Prepared by No. FL-15225.68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Sashed S Sealed by Lyndon F. Schmidt, P.E. Signed S Seated by Lyndon F. Schmidt, P.E. 1Z;ttltlr/3t h:•ti 4 's19 ter, * w Z w P S 1T A.1" t: V F At- C'.`` rtttet1110t" Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 I Florida Building Code Online Ck.1 V* =l i Pagel of 3 Pone FL,I 5337 • Regulation ram M. W11 Do n'fEllid SCis Hans I too In I user Registration ! Ha Topics I spun it surcharge I sues a Facu I pumicatlom I Fec sun ! eas site nap I L.M s I sprat I Bus nee Pro essl I *UUR: Product Approval FUblk User Regulation* rtrilutl Or Ariolkallen'Searth.> Aoelkatlen lkl > Applke0on DMIl FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®miwd.com Brent Sltlinger bsltiingeromiwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i *I Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE E I Validation Checklist - Hardcopy Received YAM AAMA/WDMA/CSA 101/I.S.2/A440 2005 WI 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 0Yes 0No ON/A https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL a Model, Number or Name Description 25332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00S00C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 -AE 510807B.odf PRESSURE RATINGS 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 11.15332 R2 11 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports, Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Umits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 OS-02248A.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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FLIS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports , Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI533 R2 •AE 512969A:odf PRESSURE RATINGS Created by Independent Third Party: Yes 25332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02250A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FILL R2 AE SI2970A:odf 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 FLIS332 R2 11 08100499C:otlf' 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 R ' A 5108068.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... ' 7/20/2015 11 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08=00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL35332 R2_AE 5108088.111 PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332' R2 11 08-00S02Qpd 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 FL35332• R2 AE 510809B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED ALUMINUM SGD SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B,6df PRESSURE RATINGS Created by Independent Third Party: Yes Boat NOYt Contact Us :: Phone: JISDA87.192e The State of Florida Is an WEED employer. CornrleM 2D07.2013 State of Florida..:: Privacy Statement:; Accessibility Statement ;: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact OSO.487.1395. "Pursuant to Section 45S.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 dells provided may be used for official communication with the licensee. However emall 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 e55, F.S., please dirk h=. Product Approval Accept: 1 Crecy NAVE https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW]... 7/20/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE -FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3, IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARAIEO WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESFONS!EILF'Y 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 ALUVI,NUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIV_ SYSTEM IS REOUIREO FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. M,AXIM.UM ALLOWABLE SHIM STACK TO GE 1/4% 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 00 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 SUESTRATE; LOCAFC ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I % FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TACCONS WITH SUFFICIENT LENGTrI TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE 010 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSIALLATION 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 E, CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). 0. METAL STRUCTURE: STEEL ISGA, 33KSI OR ALUMINUM 6053-T5 1/8- Tr11CN MINIMUM IS, APPROVED CONFIGURATIONS, OX, XO, XX. XP, PX, XIP, PIX TABLE OF CONTENTS N0.1 - 2_ _ 3 ELEVATIONS 4 - 10 INSTALLAT-C FEN90N5 REV DESGPoP -ol M1E MPROVEO A ADDED CHARS 03/05/12 RA. E REVISED PER NEW TESTING 10/29/13 R.L. C ADDEO FLANGE AND FIN QrSIALLAIION 12/06/13 R,L. SIGNED. 1Z%2013 LLCMIWINDOWS1001 It' LW. CROSBYORD TX 75006CARROLLTON, SERIES 420 REINFORCED SGD 96" x 96" NOTES OF •Lr: SCALE are 08 50 499 c _ C %/B/0NAL \\N.-. NTS 02/23/09 1 0. i0 -- IV 0 o F Hi 6' MAX 96" MAX FRAME WIDTH ANCHORS TO BE EOUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 85 FOR NUMBER OF LOCATIONS r REOUIRED --{ 6` MAX 6" SAX LAME IGF. i 6" MAX 1 SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF NONE WITH 2.1/92' SQL SEE CHARTS 01 AND 12 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.0%28.6PSF NONE WITH 1-Itrslu SEE CHARTS #3 AND /4 FOR OTHER UNITS RATINGS 6' MAX CHART01 WITH 2.1rw" SILL WHERE WATER INFILTRATION RESISTANCE IS REOUIREDI SFF Nf1TF a SNS" t Oetl n m chef Rol. aaa• vm 0W HOW 30A A 3a.0 7z00 4z0 e4.001 4e.0 KM Pea Np Poa I Nag Pea I my Poa a4.o Au 60 40 582 40A 1522 40. 410 Au- 40 Gmo I400I 54A 0 4a.1 40.0 • K0 40.0 R • 40 49 40, - 4 . CHART f2 WITT2-//J2•slu WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Desfg/l Mef -- Pram b"m NrI Id amt f(mp YUmh m Cad e0A01 SLO 7200 4z0 o4.00 4eA 11aao PoJ Naa, PeaNvPss Np a Nag 0 60.0 1 MO 1 592 set S2.2 57.2• 48A 4eA a4.0 W.0 0 4 1, 4a.1'1 4 4 a2.0 sa.e I SO.D I Sl.a 5is 46.4 4eA 4 40 42A H.o 492 492 4 u O:SCPo IOr .M'F An?IIO FA ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L, ADDED FLANGE AND FIN INSTALLATION 12/06/13 RA. CHART #3 WITH 1.1lrs)LL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Choi Fnxm el an0 oWFtwe b6o 30A 3401 4z 41. CN 4LL00 7100- Roo aR00-- P4a• N40 Poa Poa Poa Nq 0 4.e 37.4• 2" 34A lr0 4 352 A 25.0 1 419 M%- A-T-1141'r 2' CHART #4 WITH 1•112'SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIREO. SEE NOTE 9 SHEET 1 CHARTu5 pmmmcnwow Frans Tow VAM&O 40 ao4eAGDanao11400 Pas Me. I I.", 47.4 4 41- 37 34. 4 eR0 4s2-41222_z8" zo 4ze 4420.6 12 Ot0 - 0. 3 31.4 a elasdror,feu oaa n0• - Rai, NOW400. 300 38.0 4" in) 7z0 6" eso. NO 38.3 Jamb 9" 4 1 a- a a 611.0 4 8 s a 8 6: a a-- szd' 4 D40 4 6 s 8 8 a a a MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO 96" x 96" ELEVATION OPAWN A F.A. oAC 08700499 VF+1E NTS I FATE 02/23/G9, s"EE12 OF 10 FF HE 96" MAX FRAME WROTH _ _ ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE C-IART #6 E'" MAX FOR NUMBER OF LOCATIONS IREOUIREO — - 6" MAX fi MAX I 6" AX su,VE GHT I f 6" MAX SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACTRATING , t40. 0PSF NONE MTN 2.1g2• S/u SEE CHARTS Of AND 12 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 250- 28.6PSF NONE WTH 1-irrStu SEE CHARTS 03 AND 114 SHEET2 FOR OTHER UNGS RATINGS ACAVONS ACDFO G l< REVISED PER NE::' Tr.ST1tJG A90. D FLANGE L`D FIN INSTALLATION CHART M AFPPLw4D A3/ 0:/17 R.L. 1J/ 29/i3 R.L. t 2/O6/ t 3 R.L. Numbr dAndtw focpNom newlnd Sft* ftl m W TOM lhl vuh ov Fiore JQO1 no 420 1 41.0 HegN 61) t0.0 no o ao H& S iamb Nis jamb Nis jamb NiS Jnnb Sto 4 6 5 6 6 6 6 6 8so 5 6 5 6. 6 6 6 6 1S0 5 8 5 8 6 8 6 6 tt60 5 8 5 6 6 8 8 8 5 3/8" ---1 2 1W SILL ALUMINUM 6063•T5.055 THICK 1 1/2" I 1 1/2" SILL ALUMINUM 6069•T5.055 THICK MI WINDOWS AND DOORS LLC tool W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO 96" x 96" FIN ELEVATION F. A. 1 08-00499 VALE NTS 0 `1 02/23/09: smlr' 3 OF 10 J URERj tk• p •.tL•_ i 4AT P05'W, - yidRt0%?` s1° NA"t``'`' i WOOD FRAMING OR 2x SUCK BY OTHERS I 110 WOOD SCREW I EXTERIOR q10 WOOD SCREW WOOD FRAMING OR 2X BUCK 6Y OTHERS 1/2- MIN, EDGE DISTANCE I 1 3/8" MIN„ te9• VENT TAX SHIM SPACE INTERIOR SILL f0 3E SEI IN A ZED OF VULKEM IS CONSTRUCTION ADHESIVE OR EOUA_ VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1-INTERIOR ANO EXTERIOR FINISHES. BV OTHERS, NOT SHOWN FOR CLARITY 2, PERIMETER AND JOINT SEALANT By OTHERS TO BE DESIGNED IN ACCORDANCE W TH AST M E2112 EE SHCET 3 OR SILL, OPTIONS MIN, ENT i 1 3/ 8' MIN, >r 1 /4" MAX, lMBEOMENT I SHIM'SPACE I j 2" Mra, r • EDGE DISTANCEIfi 10 WOOD SCREW WOOD FRkVING - OR 2Y SUCK BY OTHERS RVOSIOrS ADOCC CHARTS _ !03/05/i2 R,L. REVISED PER NEW TESTIN: 10/29/13 R,L., ADDED V}NCE AND FiN INSTALLATION 12/0t/13 I R.L. IIII IIIII Ie JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FRAME INSTALLATION DETAILS taro awc a A. - 08-00499 f NTS 0"r 02/13/09, S"a74 OF 10 INTERIOR - ENBF'°s JrJitit m a METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR U 1 /a" MAX: SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SILL TO 3E SET IN A GEO OF VULKEM 116 CONSTRUCTION ADHCSIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS 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 OESIGNED INACCORDANCE WRHASTM E2112 10 Sms OR SELF DRILLING SCREWS METAL; STRUCTURE BY OTHERS I fel uev t:scal l,c ar _— usro+Tc A00(0_ AR 5 03105/17 RA.: REIASEO PER NEW TESTING 10/29/13 RA. ADOEO FLANGE AND FIN C:ST.ALLAT10N 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 1 SERIES 420 REINFORCED SGD 96" x 96" FRAME INSTALLATION DETAILS p0. Oi,wN: 0 hC. REV F.A. 08-00499 C NTS °h' 02/23/,09 sl+eR S OF t 0 mm 0 10 2 1 /2" MIN: EDGL DISTANCE " o a : 1 1 /4" MIN. e, . EMBEDMENT CONCRETE/ J '' MASONRv — 1 a MAX. BY OTHERS SHIMSPACE OPTIONAL•. 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/ 16- WCON MASONRY/ CONCRETE BY OTHERS I i 2ENISMIS nEr a^roN mrt APP-0Vf0 AOOED CIIa4T5 03/OS/11_ R,1„-_ REVISED PER NEW TEST6%0 .0/29/13 A.. ADDED 1ANGE AND FIN INSTALLATION i2/06/13 'R.L• 1 1%=- MIN.. - EMBEOMENT - 4" MAX. 2 1/2- v I SHIM SPACE MIN, ;_ , INTERIOR EDGE .` DISTANCE a J/ 16" 1APCON _. CONCRETE/ 111ASONP.Y BY OTHERS EXTERIOR INTERIOR . SILL r0 BE SST IN A BEG Oi" VULKEM 1 i 6 ! -- CONSTRUCTION ADHESIVE OR EeuAL EXTERIOR A84SEES".EET 3 — JAMB INSTALLATION DETAIL FORSILLOPTIONSOPTIONAL "X BUCK 10 EE PROPERLY CONCRETEAWASONRY INSTALLATION SECURED SEE NOFE 3 ShEEr I a _. - f y 1 1/4" MIN. NIERFORANDEXTERIORFLVISHES,BYOTHERS, EMBEDMENT NOTSHOWNFORCLARITY. A q ! •_ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE r e_ I • f DESIGNED IN ACCOROANCE MTN ASTM E2112 2 1/2- MIN, EDGE OISTAr;CE VERTICAL CROSS SECTION CONCRETE/ MASONRYINSTAUATION MI -WINDOWS ANO DOORS fir 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO 96" x 96" FRAME INSTALLATION DETAILS DR,", Ok N0, F. A.• 08-00499 K' 0i-' NTS 0•Te'02/23/09 s'EET6 OF 10 11 m® 1 I lltoy" A•. i E- OF- r sS OHA alto```` WOOD FRAMING OR 2X SUCK El OTHERS 10 WOOD SCREW WOOD FRAMIN( OR 2X BUCI BY OTHER! EXTERIOR 112" MIN. EDGE DISTANCE 1 3/ 8' MIN. EMBEDMENT i rium SHIM SPACE 10 WOOD SCREWS RIOR BE SET IN OF VULKEM 116 UCIION 40HESNE UAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2.:PERBAvm AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTU E2112 FAIN. ENT 1/4- MA)(. SHIN SPACE 1 3!8- N I IIFEDGEDISTANCE 10 S. W000 FRAMING OR 2X BUCK BY OTHERS Ci_<C JPlglti art AwRVAD COEO CrwtlS OS/05/17 R.L. REVISED DER 14EW iESTIK; 10/29/13 R.L. ADCEC FLANGE AND %U INSTALLATION 12/06/13 I R,L,, JAMB INSTALLATION DETAIL WOOD FRAMING OR 2K BUCK INSTALLATION MI- WINDOWS AND DOORS LLC 1001 W. CROSBY RO C CARROLLTON. TX 75006 SERIES 420 REINFORCED SGO f 96" x 96" FLANGE INSTALLATION DETAILS F.A. 08-00499 C A scut NTS G-E 02%23 .09: srce 7 OF 10 11 Vki"OF F•AORtO*mod Oflujtit\`` mu I METAL STRUCTURE BY OTI,ERS I A10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 5i:5AC+6 s CZSCCPTION 04'i nG?FOVEO A AC-I)FC_CHRRTS 03/05/19 Rl, 1/4' MAX. B REVISEO DER NEW ;ES N; 10/29/13 JRL. ShIM SPACE C I AOOEO FLANGE JIN-0 FIN 14STALLATION I2/06/13 IR.L,. II --T. I •'k10 SMS OR SELF DRILLING SCREW 1 I EXTERIOR INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SET IN VULICEM 116 ION ADHESIVE SEE SiEET 3 FOR SILL OPTIONS E" Mu ECGE DISTf L 110 SF.15 OR SELr CRILUNG SCREWS MEi?L STRUCTURE BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION iull WINDOWS AND DOORS LLC 1001 W. RD75006CARROLLTONROX SERIES 420 REINFORCED SGO 9T x 96" FLANGE INSTALLATION DETAILS i Na Rev F.A. 7 08-00499 V#Lf NTS CAt 02 23%09 SKr- 8 OF 10 2 i/7. MIN. iEO::E OISiANCE r•, • . . 1 1 /4" MIN. EMBEDMENT CONCRE TF/ MASONRY -_ _ 1/<' MAX: BY OMERS ' SHIM SPACE OPTIONAL l - 1 Ix 3UCK I r. TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 _ 3/i6- TAPCON EXTERIOR JLJI Il ; INTERIOR I SILL i0 BE SET IN A BED OF VULKEM 116 Id h CONSTRUCTION ADHESIVE 3/16" TAPCON OR EOUAL SEE SHEE- 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS I' A b 1 1/4" MIN. I EMBEDMENT t e-• 1. 2 1/2" MIN. OJE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. c:IBEOM_NT fIN. EDGE CISIANCE 3/ i 6" TAPCON CCNCRE I L/ M ASONRY BY OTHERS eTEti.ii0i15 _ _ _ OESC47IIOr. O.I? MPROt£I: I)DFD ChARIS 03/0S/17 II.L. ZCwSED PER NEW T£SneG 10/29/13 R.L. ADDED FW4GE ANC FM +NSTArJ>T1ON ' 12/06/1 } R.I., 1/4" MAX_ SHII:I SPACE JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCREIWWASONRYINSTALLATION TO BE PRCPERLY SECURED SEE NOTE 3 SHEET, NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. Z.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WINN AST1U E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" z 96" FLANGE INSTALLATION DETAILS OWN C•a: r;:.- F.A. 09-00499 S"u' NTS 9"t 02723/09 -E--'9 OF 10 III md WOOD FRAMING —. BY OTHERS 1 1/4" MIN. EMBEDMENT v 41 1 N8 wocO SCREW 7/16" MIN EDGE DISTANCE 8 WOOD SCREW 7/16" MIN p EOCE DISTANCE EXTERIOR 4' MAX SHIV S'ACF JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. 1 SHIM SPACE f r INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-1 FS+nSDi S 1 res r+anv+ WIF I AP•Rovice A ADDED CliMtS 03/05/12 R;L 0 REW50 PER NE:v TESTING 10/29/13 RA- C ADDED °W-,!•E AND r,N 11457AUATION 12/05/IS R.L. i 5/9" MIN: EDGE GIST. ' TRIM I I /4" M1N. I INTERIOR x MASONRY/CONCRETE I EMeEOMEnT 1 BY OTHERS s r IX BUCK 31' OTHERS. 51RIP - i ' BUCK TO SIEERLHOOKPR _J IAPCON EXTERIOR PANEL -NTERL,CK HO. OK STRIP INSTALLATION MASONRY)CONCRETE - MET-'L STP,UCTUFE — BY OTHERS INTERIOR rRIM TRIM • . 1 3/6" MIN: EMBEDMENT INTERIOR HOOK STRIP . i HOOT, SrlZlp' .. 010 WOOD 10 S' DRILLING SCREW i SCREW ANSI EXTERIOR PANEL INrEaLccK EXTERIOR NTERLC HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUC09V000 FRAMING METAL STRUCTURE MI WINooWw. ANDcRose00oRS LLC R!!(ro-?/ CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO f•' ''#= NOTES: = Y. WrERIOR AND EXTERIOR FINISHEa BY OTHERS, 96" X 96" NOTSHOWNFORCLARITY NAILFIN & HOOK INSTALLATION DETAILS AT, .OF' •t`, 2 PERIMETER AND JOMIT SEALANT SY OTHERS TO SE .atr l % mlt O'VG n. DESIGNED IN ACCORDANCE MTNASTME2112 08-00499 CFp C 144. N10OFYR02/25 09 5HE* 10 1 • S`` L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomos@lrlomaspc.comIrlomaspc.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Product Line: Series 420 Reinforced Aluminum SGD 96'x96' Engineering Evaluation Report Report No.: 510806E CompNance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: t40.Opsf Maximum unit size: 96" x 96' Approved configurations: OX, XO, XX, XP, PX. XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 NN v .\C E N_p:'9'r tk% 6 61 •*= AT OF ow P A11`\ Luis R. Lomas, P.E.. FL No.: 62514 12/04/2013 w Florida Building Code Onlineboor (SF_ Page 1 of 4 Business Professional Regulation 11 floalda 04Mnncerdd SCIS Home I log in I Use, Registration i Ha Tooio I Subidt Surcharge i stats B Facts i Publications FBC Stan I BCIS Site MP I ta+ks I search I Busines ) ProfessitAl Product Approval uses: wait user Regulation Pledud Aeeroval Mmu >$pduct a AoetkBtion Search > 490callon cl.t > ftol U.on Oatall FL # FL5302-R6 Application Type Affirmation Code Version 2014 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 Amarr Garage Doors/Entrematic 165 Carriage Court Winston- Salem, NC 27105 336) 251-1309 danny.] oyner@amarr.com Brandon Gentle brandon. gentle®a marr.com Brandon Gentle 165 Carriage Court Winston- Salem, NC 27205 336) 251-1308 brandon. gentle0amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston- Salem, NC 27105 d) oyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i ' Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE- 0048579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 01/ 01/2016 Steven M. Urich, PE i ''. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) standaw UP]: ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 4 Florida Building Code Online Page 2 of 4 1 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 ' • N/A FL5302 R6 COC FBC'Sth Edition Affirmation FL 530245.0df Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL V Model, Number or Name Description S302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL5302 R6 11 IRC-6009-110-11 Drawing 7.10 FL.odf Verified By: TOM SHELMERDINE OD48579 Created by Independent Third Party. Yes Design Pressure: +19.1/-22.6 Other; Design Pressure +19.1/-22.6, Not for use in HVHZ. Evaluation Reports FL5302 R6 AE IRC-600-110-11 Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL5302 R6 II IRC-60D9-100-11 drawina 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region FL5302 R6 AE IRC-6009- 100- 11 report 7-10 sealed.odf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions. Approved for use in HVHZ: No FL5302 R6 It IRC-6009-120.15 Drawing 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-600-120.15 Reoort7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130-IS_Drawing 7.10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE IRC-6009-1130.1 Report 7=10 FL:edf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use In HVHZ: No L•LS9.140-15 Drawino 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. +31.0/-35.1 Evaluation Reports https:// www.floridabuilding.orL,/t)r/pr_app_dtl .aspx?param=wGEVXQwtDqunL7seV ZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009--140-IS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use In HVHZ: No FLS302 R6 11 IRC-6009-150-15 Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-ISO.1S Report7-f0 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 n IRC-6009-169-iS Drawlna 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other. Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC-6009-169-15 Report 7-10 FL.pdf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302. 8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-100.15 Drawing 7-10 FL.Ddf` Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. R5302 R6 AE IRC-6016-100-IS Report 7-f0 FLDdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-110-1S Drawlna 7-10 FL.adf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports _ Created by Independent Third Party: Yes 15302. 10 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-120-15, 10' Thru 16' wide. I OakSummit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.81-24.8 Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6' It IRC-6016-120.15 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016-120-1S Report7-10 FL.Ddr Created by Independent Third Party: Yes I5302.11 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. I Oak Summit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 25.6/-29.1 Other: Design Pressure +2S.6/-29.1, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 II IRC-6016-130-15 Drawlna 7-10 FL.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-5016-140-17, 10' Thru 16' wide. Oak Summit ( M650) https://www. iloridabuilding.org/pr/pr_app_dtl.aspx?param=wGFV XQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-60i6-140.17 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-14 -24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (114650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-145-24 drawlnD 7-10 sealed.tldf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. FL5302 R6 AE IRC•6o16-145-24 report 7-10 seeled.pdf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door'is a replacement door. 5302.15 Stratford (M600); Heritage (114950); Dwg. IRC-6018-110-15, 16'2 Thru IS' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC-6018-110 IS Drawing 7-10 FL-Rdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6018-120-15, 167 thru 18' wide Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6018-120-15 Drawir)g 7.10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-IS Report 7-10 FL.ndf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. Omsk Neill Contact Us :: 1940 Noah abmee IJ _ TaOahassen_ Fl ]2W Prone: 8SM487.1824 The State of Florida is an AMEC-0 employer. copyright 2007.2013 State at Florida.:: PPPVXY Slaitemerit :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.457.1395. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address 11 they have one The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S.. please click hoc . Product Approval Acoepls: 0®®® xrurilvau:rrur_C A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDqunL7seV ZMF... 7/20/2015 ADA6TAXI =La CAPI= rr*zm V/ 1r1 I/... Ile' RT . IIR Im IwACITT • e 16 G GALV. KlrRMrTAL • Y gawk SIR"$ ARAarm ATr V c/V c/ x1 1/. V/ TV V. Q Lr K11 pa sclmvgCIQT IQ K,0 fRCK ,T 4CM CCIIIER ST6C TYPICAL 1 ftXnR•3 ii Ir "ArtzrWDo .11SRRE029RrII 1-04 i sn sTIFFEA r> TAXI 0 IN HR S STT.R VAmc TZ/ 1/A• r Yr N r:a ou.AnuT µp R C" Q:T71WM=T C/p m / ARA.•1!D IviI I cwidtri • STXCS N GA e4 3/4, a v/1a Y.• A EV3 S• CWt sTrnTTs a IMCr MUA s0¢vz RACCa 4' OT •. GA CAUSAIC WA . L.• MCA to Ow t'.us10K ATTATS4, R CAD AT ro ERA STILL V 127 VA• I X 4 ACM W S7RL10l p SCICv1 :P 1;AAA1P A 1r.e r7-11MJ. STm W M.Lo1 r 7-IIA L sRCL 1I"LAM At THS LOCATKH 1 WINX gum * am a KM a.nl IT) SAW VM A 1-3/r 0 sn6• Iu . asn' at C!".A a DFAC ru aw L-.at JJW SUCCET VAACV% TRACK CMWOMAIM" IM 6'a' U TO le TALL DOOM N I•.S/.• vV.. v-M .A.........w. 1Y72a` S ` IDU sYalelt Tq G1Deesoe 0144 MU CA 1c hRSru' o' UCTION A -A ( SIDE WEVA r111 OWT Ste. RMLERS Pan. Stc• wALM V/ 7/161 RTAIM fW VI 7/I61 KTAIM.rw _uw a WME WIN -TWEAK VWTS Msr•INa-IZC RAFTS TYPICAL RA antic" YOCET! y \ y, iYR.1Crs At, gPIAWE CND 1M1NGE/ • JJ 1 M. T1 ro >n. 1AA . r-6nr 1 L.G O0. t ARAdm ro AAlO rvA 1b IpVT TI T1.6C CV AT E/L up 6RAmat 2 16 3.R d1 sw vE.Tz tnuALz 15 m rlao 00. 2 OR aCTWI To CA CINM OPTID1Al rrT OCfA 6 T<ta Iemla,rs r1e Aerrs a VaM.ocl M[ e s C M.A1 Al n.uL THE METHOD OF TESTING WAS IN SUSSTANTIAI n T'Sar Ke'A ie ol'.[K a. CON MANGE 1MTH THE PROCEOURE OESMSM IN ASTM 'ry0 niaa E330 AMC AHA ASYA 100. THE PRESSURES SHOWN ON aor "a aRe I.wIAr °root C°'os m 1 %ucay. vM pRAWNGS MIRE CALCULATED USING ASCE 7-10 WITH THE a Dom." M.ou~a i IN w ojo f0ACIVING PARAMETERS (5 FEET OF DOOR WlO M IN THE EN "A ' "' cT.lerp n lrn 1mM R 1NYa 7/tE' pl a0.7 a 000• *ap. f'ML s a C+ vA 1 afI RRIL9 .OM.D IAArt 1/.-m . S/ rTIAcA Mr) 14 Roues ZONE. ROOF AT ANY SLOP eoroor vAM1n 2 ILi AIO NR r yLv, s11L ntAoK YDNO SPEED NPH t55 IAt 13a 129f3VI a *AfO1i6 ^" 1C1•" K °z'oRz wu u ®o tom ITL TS RAmK TROAtm .OA R A AZT, 4®Kva moiea 1a Ro tbm EXPOSURE LEVEL B C C 0 1au a w oA..c..ora t. ena aeApr.1 TRACK MOUNTING 0 iE AILA• W o ^ ¢ 2 ra .m ...L eaN .00. MEAN ROOF NEI( i1f 30 t5' 23 tS' R.Es oD _== np/iT u MAX on lMq teDTH so.. 161IA A IJI/' J$ O • is 1omlT Q .`•'\ G aS?7'Y DESlLO Psi S / : tr ^su/ 21.e Pgr fWLOADSipE` er `.J \ •\w Au.2 os FL To aI oom Coat vAaTJ.-V.e% Re am YODEL /050 OAK SUMMIT w/DmraSal. MODEL /E00 9TR MILD w/N"SJe MODE. /e60 HEQTAGE dDan9ate sborL. Lm12t. FLu.D a OA SumlalE Pabd' II OUw A W ba 0%,Lto 7 160"1 RrIO B Dmm rt LIE as 01/15a1 IBC-6016-120 Tar Id7 0 • 7 WA STWT LDCATO OI M Tv ANO tatT(" ar CIL tfCIItN AITAGNU v/tT 1/.• 7 T/.- MCA7 / /. / / /. / / /MfLuAfCYt AT M AIO C[IRf OPTIONAL SHORT PANEL TOP GLAZED SECTION (STRUT -AND STILE LAYOUTS) Poo PHU OPT IEE,fttO.OPtiN[L tCP GlAW[GA AND STELE LATOUt! Oau tAU4 OT•• 154 owaio• Tfb • I°C woms U05 TNM Ise MIi MELT UU vor ram Oval a It. tRCr40 WOOD JAMB ATTACHMENT TO STRUCTURE f/ te• Y 7' tAp Si r{NFi i• T•V( [kD3 TIfCN i•• OL U 1/E' EKDCDMENrt) L a''L VFfT1U1 JAlf ATTAr1PttVr T IGLiI svU( ryi 7/r Y,.' f1ARi NG i• V STARTING lGCfkasfN LrtW9ATIA712.' OKG (2 l'/2' CPlCIYC•HTI E•Hr CKKITV/RATOLI RCVtAD0111-101) Yr Y r 31ARii16 View aDS TNEM,t.• riL 2 1/2' CNDEOfiMn SINPEW 1/4• Y ' T4.t N ARi- r3T ENDS. USE PAIRS 6 FASTENM 43• APARi) AT I4 UE- It 1'r. CNDfO!NCltn STARTING eK7rpgRS i3' wMnTIryOC.(1 11//4' MDKNn i' FELON ENDS. USE PArRS OF a .• E}0RE FAfQQAOTVl& C -F!0 E100C0M vAGS AND K T AN Dr. it rSUW T PROVIDEPROVIDE:A musk IGUNT:.w SIRrAm. CWCREIC NOLLOV 610C y+ SIRLCIURL SIRIJC% ft $ TRUCTIRE STRD jIC/W[ I! b y RR YtffE 3//' NMI-Ilr NM JAM L SIQ1T PAND, (LAZING FASTENOt DETM- N13 OPTIONAL SNORT PANCL INTERMEDIATE GLAZED -SECTION (STRUT ANDSTELE LAYOUT) 31-1/r 10-vr 1as/ e• 1 LOG PmIEL GLA2nG rASTEWA OCTAL MT.S. GLAZING OPTION CROSS SECTION UP'S AILA KEE DCDRIS.REG NEET "04LNO-YGRHL LfepFmm* VAN" FRAME OPTIONAL Oeea INSERTS rwIN uv PROTECTION IN Uv PRMC710N I 1nN. J/ JZ' THICK SSB G1A55 qY I A 6 L f pps7 AI t 7H• w. q.0 lair" 1 rAO 01 0171/IM6 001 /fMR R ii (fa toe i.4 . wt i•E MOLDED IR90E B-B S R N SEG110N r AVAUA61F TRAM C4W WRATIONS N..D. 4AY SIZE 16' WIDTH 1. NOGNT ME. CM LOADIS 21. 6 PSF 2.d PSF EST LOADS 32. 7 PSF 37.2 PST 2_ o la1 OefeA6 tOfT VaQTO VISII L Von YODEL /660 OAK SUMXrf w/DurfSAfe IEODKL /6O0 SMTFOAD / Owa!Eafe YODEL J1950 NEMAGE TF/Dors.4Ate Skew, was. 37u• k.31 Oek Sbmmit Panel'. e rAr R W yl[ M/6A) DUET IIIm 6 M&I oa Ww IRC-6016-1Z0 901(13 io Penn" ® w* r•S:n.S..Ft arcnEt*-E FFtJa ikl]:-••--F-.S n*•o-7[3JEE7 E G•L-.'.•r-;E:L IiEf FFfIZ•E E\DEL' L? 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E: YIE>!y`Tllk.l-.fliiJ v ++1•E'i.'L I: Ll7 E>4'7''EJ I:Lz'lid:li t.'lilf' SLAMMU Alk-k1E E- a:1 L'i7ti: l •1f.:S"'L.2J iFII'•-'"Tri>A arm I iFiliFE'--L'i:1f:1Z[.i:]iilll[Jlf"Fcl ElS[i EFE E I:Ii 7Q1;] 4c2:'LFL'9iiiEliIP17 EYJl La 7 E31Er"lE it i'B6:li S l`_I.]iigl::f?•F'f ETIi Ir"'EL1til7 MUZEL, a°r rn mf B.'tL1 mR3171-2t E! lint--=Lljw:lc L•-a,$S:um, E71'7E' 1!!i EliE 2 ".+Q L'BJ G1Si-ili"Y] EI31'"-^ ``"Eli till RFR EEg, M7!S,rRmLi jjall Ingai EDILEFEEEaSiEiLI ElIC EL- C; i1fY'(=a 3::1 GB!_iCCZ' E1i]t>•ii7 ESi7 fIII4'' EFTA :-• r.+!'--1®Eli] EFiE1::+:Cl`R7T—r Q.1=, I Ea-L7 Eii1 ',. EGL•`fiLilut77lS37'IL'' Q,E 7Eai:r ,i fCi•]Lr-"k-'1':lYF2_`i [i1'd u!inrtr, i.-+-r-- f=c Fttrn L3:l ilF i,7L`YJ E:17::S EIII EIII 51faJTsvaor6 nv A 8' O i J l IA N T fJB SF? bwEF?ffiWdY?SiFM' 1? 7P SL? bw YZ yew a6vT w AYI P F! Z F w w ao vi 1 w vT fs W 9P SYJ' 1BYrEVJ'36WdF?S,W6Fi?TJYr EtfF17 f'P 5YI bY•' EVl w mt? FM' fA YZ rew W YI oP• S tSYr72F?33wa0 Fw59vt®L'rFBv7 r BP SYIb1PrE1? E rdF?Yw61 71W Hfp11r WlYI 1QP St? bFI EYI wImtl!®W QYI 9W+b vZ 93 Yr V? FOP svzbvravz vrmvreowvvreFw®vtF w FSs ITV Ut W Evz ffivc dvz Srw cF Sri rt K Or Q7 y! Fplw ttF ttP SYZ 1 w EYi 3B W mvz W 8/YI JAW m B1 Ys v7 FM W FZr uP sysb asyssv6mvzeowmvrfr+weevzFrpwro vr,arW i yr Farr s vz b w E Vr as yr n vS w 8F t? tt w vz yr w yr ns vz tm w ti vI u svz, w vza9vr vteowavrFswec m r FoovtsuwmvrFatWF+e us svrFewavr w<avcfaurwvre7W®vzF WFoavrnoWmvzF w7sF uP svzbWEFrr mvr®wavrelweevrrorwF®vrmweavrwwLv OmFiaF3F:!• m® Q© iO ttC'i Q F3a©[[ ri® A STRUCTURAL SOLUTIONS, P.A. Structural EngIneering • InvestlgatIons Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 Model # 1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Any Roof Slope, Enclosed Building E:. B 30' MRH Exp. C. 15' MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155mh 141mh 134mh 128mh 122mh Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16'-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for l to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations-, No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 16-0"xT-O" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"xT-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in l section Submitted By: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Finn #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 • NC Finn #C-1096 Florida Building Code Online FL17676.2 Page I of 4 r t r Pd& D wwrnerwd SCIS Home I Log In I User Registration I rot -rooks I Submit Surcharge I Stats f1 Facts I publications I FBC Stag 1 BaS Site Map I Links I Search Busines Professi I Soduut Approval VSER: public UserFe- Regulation jNrffM Product Aoonwal Menu > Product or Aoolkatbn Search > Application Llal > Appftbdon DOW FL A FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitltnger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE rJ Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/1.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 ELEVATION 36• 2" tyy. r' o.e 2' typ T-F 8' o.c. Max. 1_ 40 A'=*CLEARANCE ALL FOUR SIDES) Min Edge 7 0-r- 1 M WHICH 1/2' FRONT FLANGE) HEAD DETAIL FLASH BY OTHI Anchor See Sectlon Del iIZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. F Min Edge 7/16" Hir l SHIM AS REQUIRED SHEATHING JAMB DETAIL MUST ACHIEVESCREW1 R / 4( SHOWNPENETRATION • SHEATHING) INTO STUO.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report 182133.01-109=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 (tome 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 stall 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 comers and no more than 8" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE 13W FASTENER TYPE AND SPACING SHOWN Will ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNIJS UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) Mi• ao Wlridows & Doors Gratz, PA INSTALLATION INSTRUCTIONS. FASTENER SCHEDULE ; :. - FIN — 3540 Single Hung 1111Nr sn as J.M.R. 12-14-09 ago® aTO em NONE 1 v 1 Oq q tYG 7540-3240 SH FIN — Velidator / Operations Adminlstiator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product.descrlbed below'Is hereby approved fbt.ft5ng'hi, the next issue of the AAMA Certified Prdduds Directory. The approval Is based on suai ssful oompleton gf tests, and the reporting_ W the Administrator of the results of tests, accompanied by related dratnMm by an AAMA Accredited laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCTTESTEDAAMAJWDMA/C9A'101fl.S.21A410-08- LC G40•-®14x2134•(36x84)-H . Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO.., SERIES MODEL 8 PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows 8 Doors; LLC 7158 3540 SH (FIN) PVC)(O/X)(IG)(iNS GL) FRAME 914 mm x 21,34 mm SASH 867 mm x 892 mart Code: MTL REINF)(TILT)(ASTM) 3'On x7'0") 2110" x 2111") Z. This -Certification will expire. July 27, 2020 (extended from July27, 20.15 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA-Certified Products•Directory- 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report August 16, 2011 Date: April 16, 2015 Cc. AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4' od ted Laboratories, Inc. Authorized for Certification TJ Ameri&A Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 It FL ii IModel, Number or Name 17676.1 3540 SH 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. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2027 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fln.odf 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 R2 C CAC APC 3540 Fin 36x84.odf 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 R2 II Install - 3540 SH Fin 36x84.odf 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 R2 C CAC APC 3540-Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 RZ II Install - 3540 SH Fin 40x66.odf 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 6se Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf 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 R2 11 Install - 3540 SH Fin 44x63.odf 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 1 44x72 Fin Frame I 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. - 17676.6 13540 SH 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 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install . 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/ 3 2/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: htips:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 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 Fi 17676 R2 C CAC APC 3540 Fin 52x84.Ddf 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 R2 11 FL17676 Rl_ 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf 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 fit HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No * ' - 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC: FLS 36x84.Ddf 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 R7 11 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511989 3S40 FLS 36x84.udfFL17676 Created by Independent Third Party: Yes 17676.10 13S40 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.DdI Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118498 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party, Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 13540 SH 52x84 Flnless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540, FLS 52x84 odf 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 R2 II 08-01514 S22141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84. odf 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 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AW5 IG FIN 48X72 R35 (072016) Impact Resistant: No Rev. ndf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).odf 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 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74_odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aadr 1 Next The Stale of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Prlvacv Statement :: Accessibility Statement :: xefund 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 SS0.487.1395. *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 ema0 address if they have one. The !malls provided may be used for official Communication with the licensee. However email addresses are public record. If you do not wrsh to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: 99 Credit AFE https:Hfloridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwiDgvFGYZsjrZFR6fG 1... 5/26/2016 A Florida Building Code Online FT7676.9 Page 1 of 4 FM NO DepMTWtd Bps Home I Log In I User Registration i Hot TOPICS I SUbmlt surcharge I Slats a Facts Publications I FBC Stag BGS Site Map Links SearO Busines /lProductIrofessiVial Approval USER: Public User Regulation Product Approval Menu > Produtt or AoOlkatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 1. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 301/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL A: I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fm.odf ASTM E1300-04. 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 R2 C CAC APC 3540 Fin 36x84.odf 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 R2 II Install - 3540 SH Fin 36x84.odf 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 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH Fin 40x66.pdf 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 R2 C CAC APC 3540 Fin 44x63.odf 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 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. 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 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation 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 R2 C CAC APC 3540 Fin 52x84.Ddf 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 R2 11 FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. S2x84.odf 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 R2 C CAC ADC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 Il 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf 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 R2 C CAC APC 3540 FLS 36x84.odf 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 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf 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 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.21 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371E 11.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL27676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A Created by independent Th d arty: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 Il 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf 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 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-25 Installation Instructions Other. R-PG25 FL17676 R2 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.01 Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rey.od Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 4802 (As Testedl.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.26 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: lack Neri Contact us: • 1940 North Monroe Street. TaOahassee FL 32399 Phone: 850.487.1824 The state of Florida Is an WEED employer. Coovrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or try traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.27S(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 !malls 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://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f1G 1... 5/26/2016 Velidator / Operations Ad pinWralor) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for lisbng'ih the next issue of the AAMA.Certified Products Directory. The approval Is based on successful completion of tests, and the reporting in the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANYDMAICSA101n.S2JA440-08 LC-PG40'A74x2134 (36x84)-H Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(O0Q(IG)(INS GL) 914 mm x 2134 mm 067 mm x $92 mm Code: MTL REINF)(TILT)(ASTM) 6'0" x 7-0") 2110" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01-109-07 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification hl4oadLaboratories, Inc. Authorized for Certification T Ameri&A Architectural Manufacturers Association 36- MAX. FRAME 1YIO1H 4" MAX. T ANCHORS TO BE j EQUALLY SPACED. SEE ANCHOR CIIART SHEET 1 FOR UNIT SIZE AND ANCHOR QUANTITY O 84" MAX. FR41E HEIGhT X I1_ T MAX. I I i SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW OES/GN PRESSURE RATING IMPACT RATING 40.0150.0PSF NONE Number of anchors required of each omb Height On) Panel wId61(inT 24.0 30.0 36A 24.0 2 2 2 30.0 2 2 2 36.0 3 3 3 42.0 3 3 3 46.0 3 3 3 64.0 3 3 4 OOA 4 4 4 06.0 4 4 4 72.0 4 d 5 76.0 4 4 5 61.0 4 5 5 TARLE OF CONTENTS SHEET NO-1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 — 3 1 INSTALLATION DETAILS RG ab`.5 OESVI'MN n.r, I ppRT'_D NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MAJIUFACTUREO TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CCOE. 7.) WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED 10 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND M.ASCNRY OPENING IS THE RESPONSIEILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX SUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY CF THE ARCHITECT OR ENGINEER OF RECORD, 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NUT USED IN THE DESIGN OF THE PRODUCT SHO:YN HEREIN. WIND LCAO DURATION FACTOR Cd=i 6 WAS USED FOR WOOD ANCHOR CAL CUU%TIONS. 5) FPAVE MATERIAL: EXTRUDED RIGID P:C. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETIN^. RAILS MUST BE REINFORCED WITH RF- I O4S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1500-04. 3) APPROVED iNPACT PROTECTIVE SYSTEM IS RFCUIRED FOR Ti-IS PROCUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD SEARING SHIM SHIM INHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1 /4". 10) FOP. ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITA SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 7 5/8" MINIMUM EDGE CISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION CETAILS. 110-FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE ¢8 WOOD SCREW WITH SUFFICIE1,11 LENGTH TO ACHIEVE A 1 3/16" MINIMUM EMSEDMEN'T INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) 11fSTALLATION ANCrIORS SHALL BE INSTALLED IN ACCORDA14CE WITH ANCHOR. MANUFACTURERS INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WO00 - MINIMUM SPFCIFIf: GRAVITY OF G=0 47 E. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I (OR GREATER.). SIGNED: 1012112011 MI WINDOWS AND DOORS650St111I11/1A WEST GRA TZ. PAARKETi17030-03 OT 0 6 * = SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW I NON —IMPACT D X 84STEELREINFORCED ANCHORINGELEVATION, ANCHORING LAYOUT AND NOTES p a 4:zTATOf or wr+. avc no. 08 iisZftA 1?`` 501372s . atENTS 10/17/11 I OF 3 2x BUCK/'.'.00D FRAMING BY OTHERS. 2X EUCK TO BE PRGPERL'' SECURED FL414%0E TC BE SET IN BED OF APPROVE% SEALANT EXTERIOR FLANGE TO BE SCT IN BED OF APPROVED SEALANT I I I; 4.. MAX.. J SHIM HEAP IC BE S'T IN A BED OF APPROVED CONSTRUCTION SELANT SILL TO BE SET IN BED OF APPROVED CONSTRUCTION ADHESIeL 1/4- Mt•Y SHIM 2C EUCK,'WOOD FRAMING — BY OIHFPS. 2X BUCK TO VERTICAL CROSS SECTION BE PROPERLY SECURED 2XBUCK"000FRAMING INSTALLATION kEVI5 % 3 REV I 0c%kv4lh I pn7E I •KYS+EO I 3/ic MIN 1/4- KAY EMBEDMENT SHIM ETS V430D SCPON INTERIOR 2X BUCK/IVOOD FRAMING BY OTHERS. 2, SUC! TO EE PROPERLY SECURED EXTERIOR FLAKE I': UE - SET IN EEO OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUCK"OOD FRAMING INSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES. BY .OTHERS NOT SHOs:N FOR CLARITY. M650WINDOWS DOORSR. t0#'z MARKET GRANTZ, PA 17030-0370 J`5 GEN q'.'- p i 0 6 * = SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS y,o,` J) • TAT OF M, tot O ss/ONAI owc N, R v.l V 08-0 t 372 1111111111 I'-% UNTSPAIL10/17/11 5ma12 OF 3 VAZOrJRY;'.l ONCBETE BY OTHERS OPTIONAL IX BUCK BY OTHERS, IY BLIC;< TO BE PROPERLY SEC(;RED. SEE NOTE 3 SHEET I lANGC TO BE SLTIN BED CF PPPROVEC SEALANT EXTERIOR FLAPiGE TO BE SETIN BED OF APPROVED S6',LATJT OPTIONAL I;< BUCK, BF OTHERS, IX BU.K 10 BE rROPERLI SECURED. SEE NOTE 3 SHEET 1 c t I, MA);. J SHIM HEAD 10 BE SET IN A BED :r APPROVED CONSTRUCTION SEALANT INTERIOR I SILL TO E'_ SET 114 BED/ COT OF CTIOM DCONSTRUCTIONADHESIVE 1/4" MAX SIAM VERTICAL CROSS SECTION MASONRY,0MCRETE INSTALLATION I Mriou5 Ev I DFXM. IQN 1 1 % 4" MIN I _ 1 /4" MAY EMBEDMENT ` SHIM 1 / 15` TAaCCI: MASONRY/CONCRETE jr I r BY IHERS INTERIOR 1aana uA I _ I e 2 EDGE UIST. F _ OE)TIONAL IX BUC< BY EXTERIOR OTHERS. IX BUCK TO BE PROPERLY SECUP.EO. SEE FLANGE TO BE kOiE 3 SHEET i SET IN ?ED OF APPP.OVEO SEALAIJT HORIZONTAL CROSS SECTION MASONRYA;ONCRETE INSTALLATION MrE I APm.7"m I.1ArONRY/CONCRETE NOTE: INTERWR AND EXTERIOR FINISHES, BY OTHERS, Bl OTHERS idol jH,3IYPJ FOR CL ARI T !. DOORSM6501WESTSANDMARKET REIL'aSTREET NS* GRANTZ. PA 17030-0370 J 5 ter, \G S SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 5 STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS o . o TAT Of r9 oc:ar vec ro F¢. ORIOT; G` 08 72//s'ONA j1F0 uxe 6n1E s caNTS10/17/11 3 OF 3 L. Roberto Lomds P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlomaspc.com Manufacturer: MJ Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact. signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B1910.01-10947, signed and sealed by Michael O. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVOMA/CSA 101/I.S.2/A440-05 Design pressure: +40A01-00.13psf Water penetration resistance 6.06pst 3. Anchor calculations, report number 511989-1. prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Condidons of use: Maximum design pressure: +40.0/-50.0 psi Maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not impact resistant and requires impact protection in wind borne debris regions. lnstalladon: Units must be installed in accordance with approval document, 08-01372. Certil7eation of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report Is being issued. Also. I don't have nor will acquire a financial interest in any other entity involved in.th6 approval process of the listed'product(s). 1of1 illlirttii 5 R• .L 0 e 0,,81251 TAT OF • O • :SOROV" 1 S ONAL ? G\ Illlll Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 Florida Building Code Online Page I of 4 FL17676.16 II Business & Professional Regulation RaWp J_ r DpMWtd SOS Home I Log In I User Registration I Hot Topics I Submit Surcharge I slats 6 Facts I Publications I FSC Stag I BCIS Site Map I Links ( Search I Busines Product ApprovalProfessilEPublic Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-33DD Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE G Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL i! Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fm.odf ASTM E1300-04. 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 R2 C CAC APC 3540 Fin 36x84.odf 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 R2 II Install - 3540 SH Fin 36x84.odf 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 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf 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 HVNZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf 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 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. 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 I 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 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG ] ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation 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 R2 C CAC APC 3S40 Fin 52x84.odf 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 R2 11 FL17676 111 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 j 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf 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 R2 C CAC APC 3S40 FLS 36x84.odf 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 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf 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 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf 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 R2 C CAC APC 3540 FLS 48x96.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62SI4 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf 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 R2 C CAC APC 3540 FLS 52x72.udf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf 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 R2 C CAC APC 3540 FLS 52x84.udf 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 R2 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf 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 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure. +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bald Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The state of Florida Is an AA/EEO employer. Copyright 2007,2013 State of Florida. •: Privacy Statement :: Accessibility Statement : Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine 11 you are a licensee under Chapter 455, F S.. please click bere . Product Approval Accepts. CreditSArdFE https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 i Validator I Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 10111.S. 2/A440-08 LC-P635'-27310867 (108x74) Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows 8 Ooors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.O/X.O/X)(IG) 2731 nrm x 1867 mm 060 mm x 919 mm Code: MTL INS GL)(REINF)(TILT)(ASTM) 9'0" x 67') 2'10" x 3'0") 2- This Certification will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4X i ted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION for 2' typ. Fr max. l` 2typ TT 2' o.c. max. L ij'& 4 CLEARANCE ALL FOUR SIDES) WHICH Sir ING Min Edge Distance IQF JAMB DETAIL HEAD DETAIL nAsH BY MI Anchor See Section Details) a Min Edge 4' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL TOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report If 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 sholl be secured to the structure to resist all design loods. 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 comers and no more than 12' an 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) INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN— anw- vn an V. M.R. 8-20-09 cam 3540 Single Hung NONE I aI Windows & Doors Gratz, PA Continuous Head and Sill m '•" 3540 SH CSH nN — F-2 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 ARCIIITCCT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE_ WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS 6, WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED 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 ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USE 16 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 N0. DESCRIPTION NOIES ELEVATIONS INSTALLATION DETAILS aMSON9 I REV I OESDRIPIIDN 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 C=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: 350OPW, 3500T, 350OSOUTES, 3500SP, 354OPX, 3540T, 354OSDLITES. 3540SP. 325OPZ, 3250T, 3250SOUTES, 3250SP. 324OPW, 3240T, 3240SDILITES, 3240SP. 3500HPPW, 3500HPT. 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSOLITES, 3580SP. S-350OPW, S-3500T, S-3500SDILITES. S-350OSP, S-3540PW. S-3540T, S-354OSOLITES. S-354OSP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT. 1255HPSOLITES AND 1255HPSP 1Z11r' TI..e"tb Ql/-s—s IF 1 OL4 SIGNED: 0211712016 DOORSMesoIWDOWEST t.. L0 /zMARKEANDTREET GRATZ, PA 17030-0370 611II v•v GENS •,p SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES 0FAT9OF DRAWN. ovq Ra REV 08-0 i s1`ONA11IN", c"' NTS °"E 02/04/16 28190F 3 2' 96- MAX. FRAME WIDTH MAX 1U" MAX —{ O.C. 2' MAX 2' MA)c JJ 10" MAX iU' O.C. AX. GHTIGH SEi OF OF 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8' WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #1 Height CHART gi t NUMBER ANCHORS RNsom5 I REV I nesmpim I GATE I APPW40 1 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION N.G. T 08-02859 salt NTS 1— 02/04/16 —E72 OF 3 SIGNED: 0211712016 4 I APPROVED SEALANT BEHIND FIN Q6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED BEHIND VERTICAL CROSS SECTION WOW FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 1 /4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE J 1/4" MAX I SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION FtE%"ONS aESCFJ-nON a¢ I IYPROaw NOTES., I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. OTHERS WOODFRAMIDESIGNED IN ACCORDANCE WRH ASTM E2TTUBE y v 1 , t/TI ` L BY OTHERS b y D SIGNED:0211712016 DOORS WINDOWEST M650IRIli/0 TI MSKEDSTREETxNGRATZ, PA 17030-0370 r,•v GEN9,,op SERIES 3500 FIXED WINDOW 0 61rrOfw+# - X 60" NON —IMPACT N INSTALLATION DETAILS FIN OC AT 6 E ; tv Dt. vac No. cv 08-02859auw M1. ONA wcNTSa02/ 04/16 3 OF 3 w Florida Building Code Online 18504.2 Page 1 of 3 Business & Professional Regulation 159 OCIS Monie I Log In I User Registration I Hot TOPICS ( Submit Surcharge I Stats 6 Fecis Publications ( FBC Stall I OCIS Site hap [Inks Search pr PApproval atusER: eR: Pub wbncuser Ptodun Aoo,evel Menu > Product m Aoolirdtbn Starts > A221ICAlbn List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsidinger@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 RO COI FL COJ.odf 1710. 5.3 Method 2 Option B https:// floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQq i... 9/6/2016 A Florida Building Code Online Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/26/2015 FL it IModel, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom 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 Installation Instructions FL18504 RO II M-1926 Horizontal 08-01455A.udf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 RO AE 512079A.odf Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-2926 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO 11 M-1926 Vertical 08-01445A.Ddf 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 FLIS504 RO AE 512069A.Ddf 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 FLIS504 RO 11 M-2285 Horizontal 08-01834A.Ddf 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 RO AE 512521A.Ddf Zone 3. 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 RO 11 M-2285 Vertical 08-01833A.Ddf 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 FLISS04 RO AE 512520A.odf Zone 3. 1 Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO 11 M-2302 Horizontal 08-01456A.odf 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 FLIS504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2302 Vertical 08-01447A.odf 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 RO AE 512071A.odf Zone 3. Created by Independent Third Party: Yes Bads Nert Contact Us : • 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850•467.1824 The Stale of Florida Is an AA/EEO employer. Cooyriaht 2007-2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.407.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for of tlal Communication with the licensee. However email addresses are public record. If you do not wish to https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=w6EVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an emall address whkh tan be made available to the POOLTo determine 11 you are a limsee under Chapter 455, F.S., please tJkk here . Product Approval Accepts: IR® cmdt Pew Safe https:Hfioridabuild ing.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION, WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN IIORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS- 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - W1 + W2 2 REV oE9aw11 N I— Ai "'W A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 2 1/2' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT, 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) J10 x 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. I TABLE OF CONTENTS ' SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83' MULLION SPAN GENERAL NOTES V.L 08-01445 NTS 10m 01/11/12 -1 SIGNED: 08107ROT5 w 107 3/9' COMOINED WIDTH Wl-1- W2 83" f FRAME HEIGHT WIND03V WWOW MULLION SPAN) 107 3/8' COMBINED WIDTH wl --{}- W2 T- 1137 FRAME 'WINDOW VOWHEIGHT MULLION 107 3/8' WIDTH FCOMBINEDw-,.-1 I-- W2 83, J FRAME J WGVDOW HEIGHT WIN 11 wlNDO MULLION SPAN) Wl --iF-- W2 107 3/8' COM'BINMIOTH Dlos<gn R+osvrs'wtln8 (P 1 U/tit anehorod Info. wood Ihbgl T>heutAVVWldth o f81J S50 JR00. R4ZOOIR00 U13 A30.0 1W.0 A30,0 130A 1 .0 130. 1 .0 127.2 r.0 1r.0N120.7 94.3 77.9 72.1 7Z0 92.4 70.8 SBio.' 48 6. 88.& 6S8 61;7 477, 58T IS. 38.6 a7.0 8Z1 48. 33;1 29.1 26.3 ' 24.9 107 3/8' COMBINED WIDTH WI -1[- W2 W. LwFRAMEWWOOw HEIGHT MULLION 107 3/8' COMBINE/WIDTHFw-I W2 WWOOw FRAME HEIGHT WENDO MULLION PI) LL W1 --iF- W2 107 3/8' COMBINED WIDTH RLv oI a E I APPItM o A I REVISED INSTALLATION OETNLS 08/07/15 1 R.t- F_ 107 3/8' COMBINED WIDTH W1 -{r- W2 WNDOW FRAME WINDOWHEIGHT MULLION SPAN) IH/ APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHERAS LONG AS COMBOVED mm DOES NOT EXCEED /arw AS SHOWN HEREIN. Dadgn•preft" rating W IMltaanadavdlnlo masonrykanaws MYIQon' span 09) T""tary W dM I In 18 3 X60 31L 0 142.00 4B 0 , ALIM 2100' 100.0 130. 0ba 130.0 130.0 0 37,38 30. 1 130.01.130.0 13060 130. 49.0 T30.0 130.0 130.0 130.0 130.0 8200 130.0 I5.4 79.3. 73.9 71.5 65;03 130.0. 90.6 65.5 60.5 58.2 nag I9.3' 72r1' 48;1 4GA 420 81C00 821 45.0 291 26.3 24 9 LAWSAND SMALL AIISSME IMPACT, LEVEL D. WIND ZP WJ DIMENSIONS IN CHARTARE FRAME LUMEN OW AND OD NM INCLUDE FLANGE WI---4- W2 107 3/8- COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS mwro vro in V.L. 08-01445 scm NTS - 01/11/12 -2 OF 3 SIGNED: OW7)2015 EIY 2 1 /2" MIN 1- MIN EDGE DISTANCE SEPARATION MASONRY/CONCRETE BY OTHERS n • 1 1/4- a • MIN. EMBEDMENT I I J J 1 /4" TAPCON SECT5796 11 CLIP SECT M-1926 MULLION SECT5796 CUP 10 WOOD SCREW 18 MIN. EMBEDMENT 1/2- MIN WOOD FRAMING/ EDGE DISTANCE 2X BUCK VERTICAL CROSS SECTION BY OTHERS MASONRYA?ONCRETE AND WWD FRAMING WSTALLATON 3 3/4" t" 3/8" 3/8 2- 7/8" T- 2 7/8- SECT5796 CLIP 2x 01/4" FOR CONCRETE INSTALLATION ALUMINUM 6063-T3.125'THICK S 3/4' 2 1/4" 1. 3/8- 7/8" 11/2" 2X 01/4" }- 7/8T 1 1/2- O 1 SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6068•T5.125' THICK 2 3/4' t SECT M-1926 MULLION ALUMINUM 6063•T3.125' THICK REVISIONS ocsOlv"o" CATE I VWWW e REVISED INSTALLATION DETAILS 08/07/18 1 R.I. MT000022 CLIP 16GA (.OM GALVANIZED STEEL SECT5796 OR MT0000PCLIP SECT5796 OR MT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS OaAeet owe Na V.L 08-01445 9'1 NTS °°E 01/11/12 1 S'w3 OF 3 SIGNED: 0810712015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 diomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida. Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 521/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation Instructions document 08-01445 revision A. Certffication of Independence. Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report Is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 Jill11///// J S E N s-,q, c- TAT O F • tc, = ts :ct ORIOP •N NALIti Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 r a® FIMA 0.id aCIS Home I Log In User Registration 1 Mot Toplo I Submit Surch&Me I Stats a Facts I PubkOtions FaC Stag SCIS Sit* Map unks search Busines Professi Ral P,u Approval USER: PUDII[ User Regulation BtnOuQ Aeerovel Menu > BteAtKt or Aoolhatbn SearM > Aoel1[albn list > Appllcdtlon Orton FL 0 FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813)684-0444 lyle. pestow®acm- meta IS. com Authorized Signature Vivian Wright rickworwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V- Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. v. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 A Florida Building Code Online Page 2 of 2 t Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FEC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL >s Model, Number or Name Description 12019.1 Triple 4' and "Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 RS 11 lost 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019.1.odf specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. flack 11o t 1945 North Monroe street_ T•Ualrasseo FL ]z399 Phone: 850,487-1924 The State of Florida Is an AA/EEO arnDloyer. Coovroht 2007.2g11 state e1 Florida.:: Privacy statement :: AcressiMuty statement :: Refund SMIeffient Under Florlde law. ernall addresses are public records. If you do not want your rmall address released In reWrk$o to a public -records request, do not send electronic mall to this entity. Instead, contact the onke by phone or by traditional mall. If you hove any questions, please contact 95D.41117.1395. *Pursuant to Section 455.275(s ), Florida Statutes, eRecUve October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address It they have one. The !malls provided may be used for official communication with the licensee. However !null addresses are public record. 11 you do not wish to supply a personal address, please provide the Department with an entail address which can be made available to the public. To deterrnine If you are a Ikerroee under Chapter 455, F.S., please click bM. Product Approval Accepts: air=® Cre t!fBr E https://www.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 4' A o ACM AMERICAN CONSTRUCTION METALS 5140 West Cifflon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shoo be beyond wall dressing or stucco. 3. Site condilions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x T batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled acing to FBC Section 1710.9. TABLE Of CONTENTS DESCRIFWN 1 T elevalions b notesPSHEET• 2 Pond detch Wildt detafts b design 4 Soffit details b design pemm S Soffit dek*L design press m b bi of materials TRIPLE 1 04 T•4012(41115- DMI9 TJ-014 fOWS TKQQ QUAD 4 Q4 040121A115• THM Q401/lA13FV. M oMc• ar: JK u1c it LFS FL-12019.1 V I or- SOFFIT AIR FLOW TABLE SOFFIT TYPE AIR FLOW SOFFR TYPE AIR FLOW re.w ss.w. C4f1TO V6Mf Tra 3.91 2.71 % 11.74 9.16% 11.74 8.15% E 3.69 2.66% I" ;A..sTr„ 3.69 2.56% P Ir -- OZ• D15S IrwOR8' fASCTA 'lCNANNEI CWEQAGEPEn—. 4, A151.R. J031 n AT 47 0 I R0 AND END OE AKS I? COVERAGE 1' PITCH 1111 2 5/8' AVAuat rot auvoa T d WCOVERAGE y1 r (REF( 4A0'PITCN P 262 -R-welowEzs pp. 4 nsl I2S' 0 0 000ji U0o0a 0U00 0- 7 0 I 0000 n n n n n n LOWERPAFIEIr FULL SCALE) § LOWERS FOW.tEUINSAME 2{ WECWN AS RBS( VIEW'A-A (AxSCALE) S d FULL VENT. MDEPATTERN Lowers formed in some Oiree(lon w as) 12V oo0000-1 0aa 000000au - LOWER PATTERN LOWERS FORMED IN SAME MECT10N AS R1631 In y 0.388' VIEW'A-A'A• A"ALF14i_lE 5 6 fULLVEN! • NARROW VENTPATTERN Ldwen loaned in sane direction ds r1G) FL-12019.1 ET 2_ or 5 A v ROOF OVERHANG ROOF FRAMING ALUMINUM I FASCIA TRIM SOFFIT CMU OR W000 SEE DETAILA' fRAlLEO SEE DETAIL' 6 SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shawn w/ Iruss/haming cantilever) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSO POSMVE INEGATIVE e' 70.0 141.0 10' 60.0 60.0 IT S0.0 50.0 14- 38.5 38.5 16' 30.0 30.0 NOTE WOW FRAMING AMU WNKd.;IKX43 IV at DESIGNED BY THE ARC:HRECF OR ENGINEER OF RECORD I g 1/(T'MAX 1 DETAIL " B " F• Channel ROOF OVERHANG ROOF FRAMING SOFFIT J EMU OR WOOD SEEMAIL' C' FRAMED SEE DETAIL' 0' SIDE VIEW - SINGLE SPAN w/3-CHANNELS Shown w/ Ism9ramim an ileva) TRIM NAIL ATFACHED THROUGH FASCIA 0 16' O.C. MAX. STAPLES WALLED 0 END OF PANEL AND B' MAX. O.C. — SEE DETAIL-J-. SHEET 51 I — 1 / B" MAX. IF — DETAIL " A Fascia STAPLES INSTALLED 0 2f' O.C. ONTO WOOD) ON F-CHANNEL LEG OR T-NAIL 0 12.O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 01 T O.C. (INTO WOOD) IN F-CHANNEL SLOT OR Tl1AIL 017 O.C. ONTO WOOD OR MASONRYI NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 2P O.C. INTO FRAMING p ROOF OVERHANG PAN ' A ' C=j '3 iI 4 a o ROOF i •. TT11I* 1 d dn FRAMING 11 o ALUMINUM l u t FASCIA TRIM ,' i o Z V m 9a SOFFIT) SEEDEFAIL' A' CMU ORWOOD FRAMEDW oZ - a SEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown tv/ trtWframmq aMikva) Ifir MAX. STAPLES INSTALLED 0 IT O.C. (INTO WOODI IN J-CHANNEL SLOT OR T-NAIL 017 O.C. DETAIL " D " J• Channel Fascia STAPLES INSTALLED 017O.C. (040 WOOD( IN J-CHANNEL SLOT OR F 4AIL 012' O.C. INTO WOOD OR MASONRY) SFAPLES LOCAIED LI J 2/' O.C.INTO FRAMING —7 T V MAX. —F •----1 I DETAIL " C " J- Channel arc e . JK SUBSTRATE NOTES: cm W. LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER auwrc w 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 3011 FL-1 0019,1 OR HOLLOW BLOCK (ASTM C901. sqr -L v SPAN " A ' ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM ALUMINUM FASCIA FASCIA V TRIM TRIM EMU Ok--___-__ CHU OR rWOODSOFFIT WOOD SOFFIT FRAMED FRAMED SEE DETAILE' SEE DETAIL' F' SEE DETAIL' G' --J SEE DETAIL 'E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shawn wl VuWfram q oveftng) (Shown w/ busS fraNng ove") S1AKES INSTALLED 0 END OF PANEL AND 8' MAX. O.C. E DETAIL 'J -. SHEET 5) SPAN - A ' ROOF OVERHANG ROOF FRAMING DETAIL" E" FaSCIa TRIM NAIL ATTACHED THROUGH FASCIA 0 I C O.C. MAX. NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL 3 I I/ B'MAX DETAIL" F" FChannel STAPLES INSTALLED 0 2J• O.C. (INTO WOOD) ON F<XANNEL LEG OR T-NAIL 0170.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 12. O.C. (INTO W0001 IN & CHANNEL SLOT OR T- JAJL 01 Z' O.C. INTO WOOD OR MASONRYI CONNECTOR NOTES, 15/ 1. WOOD FRAMM AND CONNECTIONS TO BE DESIGNED SY IHE ARCFBRCT OR ENGINEER OF RECORD 2. 12d COMMON MAR. OR YlS" NW TAPCON CONCRETE SCREW MIN. 1.1/r EW EDMWq 024-ON CENTER SINGLE SPAN TENGTN A' DESIGN PRESSURE JPSF) OSMVE NEGATIVE s 70.0 141.0 IO' 60.0 60.0 lr 50.0 50.0 la' 36.5 36.5 IV' 30.0 30.0 STAPLES LOCATED 2r O.C. INTO FRAMING SUBSTRATE NOTES: 1. WOOD SUBSTRATE G = 0.42 OR BETTER DETAIL" G " 2. MASONRY SUBSTRATE: 3M PST CONCRETE (ACT 301) OR HOLLOW BLOCK (ASIM C901. J-ChOnnel In 49 STAPLES INSTALLED 0 170. C. (INTO WOOD) IN J•CHAMXEL SLOT OR I -NAIL 017 O.C. ONTOWOOD OR MASONRY) LE: N. T.S. V. JK or. LFS lWm M. FL-12019. 1 rr 4 or 5 J i ITEM DEXRImON MATERM I FASCIA .021 F THK. AL 3105 - HI 4 ALUMINUM 2 J' CHANNEL .015E THK. AL 3105 - H24 ALUMINUM 3 F CHANNEL 015F THK. AL. 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL DI 15 OR .013E THICK AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135" THICK) At. 3105 ALUMINUM 7 1 A 15 X 1.9/4• TRIM NAIL S.S. B IF GA. X 1 /4' SS STAPLE / 71F MIN. EMBEDMENT STD 9 T X T BATTEN STRIP (G=.42OR BETTER) WOOD 10 APA B-C- GROUP I EXT. 15/37 PLYWOOD OR BETTER WOOD 11 09T DUI. T44AIL w/ 51W MIN. EMBEDMENq STEEL 12d X 3•IhC HD. GALV. STEEL COMMON NAIL 0 24.O.C. w/ 1-314' MIN. EMB. 5 6 DETAIL" H " IX2 VER11CAL FRAMING (G>=0.421 ATTACH w/ 2•8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND W MAX. G.C. SEE DETAIL •J j C. MAX. DETAIL " J is DETAIL " I " ROOF CVERHAHG 12dX3.1/P / H.D. GALV. STEEL COMMON NAIL02PO.C. SEE DETAIL •A•_,A w/ I W r MIN. EMB. SHE'f 3) STAPLES INSTALLED 0 END OF PANEL AND d' MAX.O.C. SEE DETAO -J TWIN SPAN LENGTH w/CONFINUOUS BATTEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16• 70.0 70.0 IL1• 66.5 66.5 20• 60.0 60.0 2z 54.5 54.5 24 50.0 50.0 ROOF FRAMING 1cHU 0; a000 nn rm l(I101\\ o„o V N SEE DETAIL" B • ` s o = >? SHEET 3) 1 g c; m44vw 5 I CONTINUOUS jj SEE DETA0.•H• BATTEN .H_L_ 4 SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Sham w/ trOS Mrrdr,g Cantilever) SPAN AROOF OVERMAN(; SEE DETAIL' G. SHEET 41 ROOF FRAMING SEE NOTE 2 1 I11 cnu OR WOOD Sff OETAII' 1 • B i l FRAMEO SEE DETAL' A' SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ buss/traming overhang) CONNECTORNOTES: I. WOOD FRAMING AND CONNECTIONS 10 BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD I. WOOD SUBSTRATE: G = 0.12 OR BETTER 2 IZd COMMON NAIL OR 3/I6' DW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3= PSI CONCRETE (ACT 301) MIN. I-1 /4' EMBEDMENIQ 0 24- ON CENTER OR HOLLOW BLOCK (ASTM C90). c ! 9 09 = 0 Lc N.TS. ' i ON-. JK o pl. LFS ? wc NO; a 0 FL- 12019.1 0, r, 5 of 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers CeniBcele of Amhorimtion No. 9813 Product Category Sub Category Manufacturer Product Name American Consbucdon Metals Panel Walls soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum soffit Tampa, FL 33634 Phone 813.880.4444 Scope. This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt. P.E. for American Construction Metals based on Rule Chapter No. 61G20.3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or In any other entity Involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the sofa and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. S. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawlna No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation Issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testina Laboratory Slaned by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Slaned & Sealed by Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. rg. S 4r 140 43409 s; 9 STlirE OF 4t ayndon F. Schmidt P.E. il` FL PE No. 43409 Florida Building Code Online h'I Page 1 of 2 7 l Business : Professional Regulation• FW& ftpalt MICE BCiS Home I Lop In I User Reglstratlon i Not Topics I Submit Surcharge I slats a Facts I Publications I FBC Stall I BCIS site hap ( Links I search I Busmes U product ApprovalProfessi --a1 ®USER: Public User Regulation preeuct An-rQM Hcnu > llealicalbn Lkt > Appllc*Uon Detail FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolli nsoatiasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email 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 I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden R- Validation Checklist - Hardcopy Received Certificate of Independence r • r l I c mil%1 t . r t l Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 Florida Building Code Online Page 2 of) Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL it Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 11 ATL13002.4 2014 FBC Product Evaluation Shingles.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shinoles.odf Created by Independent Thlyd Party: Yes Mtist Contact Us :: 1940 North Memee Street. Tillalibssee FL 12199 Phone: M-487.1t124 The State of Florida Is an AA/EEO employer.•Co&rlhht 2007-2011 State of Flerlda.:: Prlvacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e•mall address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 650.407.1395. *Pursuant to Section 455 2750). 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 emarls provided may be used for official communication with the kame. 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, FS., please click here . Product Approval Accepts: 91® FEW ® criedrsGAE hnps://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entdv Report No Standard Year PRO Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-106.02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-107.02-01.1 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-116-02.01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRO Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster4D 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (VLd ): Tough -Master® 20 Basic Wind Speed (VB,d): Deck (HVHZ)- Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. 36" Nails h t" 12" 12- — •I+-- 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36" Nails r6" 12- 12"-12"--- Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM'" Architectural Basic Wind Speed (Von): Basic Wind Speed (Ve d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern* detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. w7T Figure 3. PrOLAMT"' Architectural Shingle 4 Nail Pattern (non-HVHZ only) un. 170 IMIIti.lYlrrM n rur r rn I r CO—G - 1-1—L t a r a w' Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vol): StormMaster® Shake Basic Wind Speed (Va,sd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): Uhl IJ P•yMnrm. •.O y NJ yn.7lY/N0 1 Cg'fU OOCIl7 G c o o r 1=1 c lc1 ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 9ffr_1 IJ 1? 1 nr 111 V f-:1 CUe_L =I O v U Lt 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 3.IV Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATL13002A FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Sto mMaster® Slate Basic Wind Speed (Vui): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern* detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9" i Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwt): Basic Wind Speed (Vero): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope. Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. w Figure 9. Pro -Cuts® Starter Strip ATL73002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbules that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (VWt): Max. 194 mph Basic Wind Speed (VBsd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind., 1 12 ga. 1-1/2" ring shank nail 1 r 12" 1 6" 1 i i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PptY I R' I Pq'i No 74021 gyp•• STATE OF Z 4 Al R t 0 P, ' Nam: i01S'S` N A `` CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distnbuting products under this evaluation. Zachary R. Priest, P E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL130D2.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 80C Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Certificote of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5'" EDITION (2014) Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106.02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123.02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02.01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterO 30 ASTM D 3161. Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterO Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002 4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nolify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,A,): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or '6 Nail Pattern' detailed below. 36" Nails I-•t' 12" ¢ s/a• 12- —` 12- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 1 ,8• 12" —- 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM'" Architectural Basic Wind Speed (V,4,): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Underlayment, Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. - Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. mar P a) r I] C3 CM C3 CD Figure 3. ProLAM'" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM'" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State o1 Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ u): StormMaster® Shake Basic Wind Speed (Voso): Deck (HVHZ)* Deck (Non-HVHZ): Underlaymenl. Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or'6 Nail Pattern' detailed below. MM.li O" /rwru"/n"hp Mt MI. ww, IT 1.d VJ• rn O C O f_ J O C-1 O Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) as x Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (VW,). Basic Wind Speed (V„d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern* or "6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMasterti Slate 6 Nail Pattern ATL13002.4 FL 16305•R4 Page 6 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vw,): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment. Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. CISB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions.. Shingles shall be attached as shown below. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-1 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vuu): Basic Wind Speed (VB,d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): I ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements 2.12 and In accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" _.. I 1 12 ga. 1-1/2" ringI shank Hall 1 6" 1 1 I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B 6 C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Budding Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Rt t p'i E N No 74021 cc Z STATE OF '•44 ttttttt CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Uncker IQul men-I-5 Page 1 of 1 rL1,52To- Business Regulation fM (6Depn1i"jd SCIS Home I Lop In I User ReplstratIon i Hol Topics ( Submit surcharge I Slats a Facts I Publications I Fat Stan I 9CIs Site Map I Links I search I Business) Professi n l *USER:Pub1lcU;vProductApproval Regulation V1pGa:{7Ysa]' In Product Aooioval Menu ),> Application list Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Seem" Reaumv M naAarVrra FLO Tvoe Manufacturer Validated By status FL15216-112 Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Come Us :: i940 Nriith Manrae Street 7a0ahessaw 1112299 Phone: OW4117.11IN The Slate of Florida is an AA1EE0 employer. CgAzdahl-IM-2013 Stat! Of Florida.:: Privacy Statement:: arvecalblll5e 41 ntnt :: Refund Statement Under Florida law, emall 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 mall to this entity. Instead, contact the office by phone or by traditional man. If you have any questions, please contact 850.497.1395. -Pursuant to Section e55.275(1), Florida Statutes, effect" October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address U they have one. The emslls 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'tde the Department with an trail address which can be lade ovallable to the public. To determine If you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: In saxtilril y.1el mwv https://www.floridabtiiiding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 r NAM= FIOIIdiDepirl d Bets Home I Login I user AepWratlon I Mot Topics I submt Sumho ge I Stats S Facts Pubikations I FBC Stall I BCIS Site Map I Unks I Search I Busines Professi l aa USER.uub Approval USER. PuDUc User Regulation J Praducl Ammar Menu > Product or Aeotkatlon Semch a Aoohrnlion List > AppUrAUon DOW FL s FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com 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/Emall Category Roofing Subcategory Undedayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey. Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE 1i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code E,15216 R2 COI 2015 Ol COJ Nleminen.odf 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL iF Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Reslstant: N/A Design Pressure: N/A Installation Instructions FI 1 5216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FI IS216 R2 AE 2015 •04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes Bad Noat Contact us :: 1940'No Monroe Street. Tallahassee Fl. 32399 Phone: SSO-497-1824 The State of Florida Is an AA/EEO employer. Comfdolit 2007.2013 Sate of Florida.:: Prlvaev Statement :: A[cesslbllity Statement : • Refund Stateme Under Florida law, email addresses are public records. If you do net want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the once by phone or by traditional mall. It you have any questions, please contact 050.407.3395. *Pursuant to Section 455.275(1), Florida statutes. effective October 1, 2012, licensees licansltd under Chapter 455. F S. must provide the Department with an email address It they have one. The emads provided may be used For of till cormglnlOthin with the licensee. However email addresses are public record. It you do riot wish to supply a personal address, please provide the llaoodmerit with an ernsil address which can be -made available to the PUNIC. To delermim of you are a licensee under Cliaptm 45S. F.S., please dick b=. Predict Approval Accepts: 0®FR® x+vrltv.u•rurc. 7 1 ai,i https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 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 SI" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof 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) 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 I 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 DC4 ANE1983 upngnaq -- OCP``vE s sD.,{'{ off''•': i s• :;;,: s J; ! • sr7>,l The lacsimile seal appearYy was authorized by Robert Nlominen, t • f, pt`sr,hni.INt P.E. on 04/27/2015. This does not serve as an electronically slitned document. Signed, settled hardcoples haw been uammined to IM Product Approwl Admintslralor and to the named dient 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. S. 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. TTRINITYIERD 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 intent of following sections of the 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 Properties Standard Year 1507.2.3, 3507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3, 1507.9.3, 3507.9.5 on Heating 2507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties IDD539395COQ 006 10/27/2011 ITS(TST2509) Physical Properties 100539395COQ•002 10/27/2011 ITS (TST1509) Physical Properties 200539395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type 1 or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. 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 in the HVHZ. 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 AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile MetalI Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No NO I Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 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 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S20.02.22-R2 Cerrificore o/Authorizotion #9503 FLIS216-RZ Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 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. 6.4 RhInoRoof U20: 6.4.1 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. 6.4.2 Single Laver: 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 Laver: 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: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-112 Certificote ojAuthorizotlon #9503 FLISZ16-RZ Revision 2: 04/27/201S Page 3 of 3 QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2025 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 5`h Edition (2014) 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) 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 IERD 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 DC4 ANE1983 s sTh'L Or•. jW S FS'••....•!0./,=` The lacslmtle sea1+PPeolry was aulhmued by Robert Weminen, 3iON fit- J`'' P.E. on 04/27/2015. 7hb does not servo as an electronluDy signed document. Signed, sealed hardcopks have been trammtned to the Product Approval Administrator and to the named dlent 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 I ERD 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 intent of following sections of the 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 Prooertles Standard Year 1507'2.3, 2507.5.3, 715D7.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3, 1507.5.3, 2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference BLS ITS(TST1509) Physical Properties 100539395COQ-006 20/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 10OS39395000•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/27/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type 1 or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nleminen, 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 the HVHZ. 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 AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OFDONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 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 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate Of Authorization a9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 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. 6.4 RhlnoRoof U20: 6.4.1 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. 6.4.2 Simile Laver: Roof Slone > 4:22: 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 Laver: 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: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-1112 Certi/Icore of Authorization a9503 FL15216R2 Revision 2: 04/27/201S Page 3 of 3 r 02/11/2015 13:41 ffiUp P.0021004 MIAMI-DADE COUNTYMI®M PRODUCT CONTROL SECTION I I SOS SW 26 street, Room 308 DBPARTMENT V REGULATORY AND ECONOMIC RESOURCES (RER) Miaml, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (796)3I5-2590 P (786) 31 S-2399 NOTICE OF ACCEPTANCE (NOA) ww*.mhM1d0de.v0v/eee0omv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade'County RER -Product Control Section to be used in Miami Dade County and other area where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke. modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TIRMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes Shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed. then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or Its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Collao. R.A. NOA No.: 13-0814.09 Expiration Date: 04/11S/19 Approval Dote: 01/23/34 Page I of 3 0211112015 13:42 ffAX) P.0031004 44 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum 61ope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR L&BELaD BY APPLICANT: Manufactured by AlmeurioaB Tat Product Applicant S Wfleadeal Aeserintton Weather Vern Vent: 4- W x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flame: 24" x 52" Thickness: 0.0217 itch. • _._.. MANUFACTL%WG LOCATION 1. ]aoksonville, EL Ev11DEWcE SvBMrrm Test Arenev Teat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC -ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Desetipti in: 15/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 %" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Bnah may sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/9" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-Y4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.09 Explrstlon Date. 04115/19 Approval Date: 01/23/14 Pap 2 of 3 Li 0211112015 13:43 ff Aln P.0041004 LimffAnoNs: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or idendflable marking of the manufacture's name or logo, city, state, and following Moment: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: Icq q DRAWINGS o • ROOF FLANGE NAIL. PLACEMENT s • • • • • END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Qapiration Date: 04/15/19 Approval Date: MUM Page 3 of 3 Florida Building Code Online UsS 1 I l T Page 1 of 3 j) flOF7 Iran &ZO p: 7 ,era UiTl6io i rC4P.c: G:Fd ftW DepnpMId DOS Home I Log In I user Replstratlon i Hot Topes I Submit Surcharge i Slats & Fe Bu"nes ( Pr%ssi teal Product licUser Regulation Fftpj y > Praduet er AoelKatkn Searcl, > ADO'callon Ust > Application Detail FL # FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert*mll.com Authorized Signature David Wert david.c.wert@mil.com technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert®mii.com Quality Assurance Representative David Wert Address/Phone/Small 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert®mll.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 Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2147 RS COI Certificate of Independence for Evaluatlon.odf Referenced Standard and Year (of Standard) Standard X= ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL Jr I Model, Number or Name Description 2197.1 MISSHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallatlonESR-1988 Aori12011.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 R5 AE ESR-1988.Ddf for the Florida Building Code 2197.2 Mil 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL21197 R5 11 Installs IonESR-1311 Nov2011,odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental F 2127 R,$ AE ES -1. 11.Ddf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II Installation ESR-1988 ADr112011.odf' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 11 Installat1OnESR=]988 AoriI2011.odI Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.5 MT20H5 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 11 Instaliatlo"ESR-1311 Nov2011.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, IIC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-1311.11df for the Florida Building Code. Deek Ngat eonlan us :: 1940 North Monroe Street. Tabahauee Fl. 32399 More,:ISO-407.1112e The State of Florida IS an AA/EEO employer. fer..,rleht 20074013 State of Florida::: Privacy Statement .:-Acnecdb"IN Statement :: Refund Statement Under Florida law, email addresses are public reoords. If you do not wen: your a -mall address released m response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional nail. It you have any questions, please contact 850.407.1395. *Pursuant to Section 455.275t1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Deparbnenl with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, r.s., please dick h=. Product Approval Accepts: W NN M https://www.flori dabui lding.orglprlpr_app_dtl.aspx?param=wG EV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre 'ibr E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from /CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the 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. Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the 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. 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC :ICC ICC! PMG ; LISTED, Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Polity Council WSSPQ Award in Excellence" A Subsidiary of tp0 E0DUNp C ICC-ES Evaluation Reports are not to be construed as'reprerenting aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' ex (14=wrecommendationforitsuse. There is no warranty by lCC Evaluation Service, ! , .C, express or implied, as to any finding or other matter in this report, or as to any produce covered by the report. Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HST- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codes (IBC) 2012, 2009, 2006 International Residential Code® (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code Sections referenoed in this report are the some sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeO M-16 and M1116: Model M-16 and Model Mil 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 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 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 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 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 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 0.33-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 MlTeke M-20 HS, MII 20 HS, and MT20HST": Models M-20 HS, Mil 20 HS, and MT20HS7" 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 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, 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 separated by a 0.25-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, CC -ES Eraluanon Reportr are not to be construed as representing aesthetics or any other attributes not spec y1cally addressed, nor are they so be construed as on endorsement of the subject of the report or a recommendation jot its use. There is no varronty by /CC Evaluation Service, IIC, express or implied as ' to anyfindmg or other owner in this report, or as to any product covered by the report Copyright 0 2015 Page 1 or 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 Trusses must be assembled within the tolerances specified in ANSIJTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSIITPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.6 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the W16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1 ibfinz = 6.9 kPa. NOTES: Tooth holding 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. AA = 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 perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the 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. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MI116 M-20 AND MII 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundsAnch/Pair of Connector Plates Efficiency I Pounds/InchlPair of Connector Plates Efficiency Pounds/IncWPalr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® (r 0.70 2012 0.50 1880 0.59 1505 Tension ® 90° 0.36 1013 0.47 1 820 0.48 1219 Tension Values in Accordance with TPIA with a Deviation (see Section 5.4.9 (a)) Maximum Net Section Occurs over the Joine Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear ® 30D 0.61 1173 0.63 738 0.61 1085 Shear ® 609 0.73 1402 0.79 936 0.67 1184 Shear ® 90° 0.55 1055 0.55 645 0.45 792 Shear ® 120° 0.48 914 0.42 490 0.34 608 Shear ®1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, 1 inch = 25.4 min. 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. Maximum Net Section - 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. ESR4311 I Most Widely Accepted and Trusted Page 4 of S 0 3W* 0 Is& D 477 8J 41in'" 108mm H1 1 J4mmm 11 1 1 ODOOQ D000 0000 tl- o00000000 0 0 0_0_0 W mm I M-16, M1116 012V 0 25M 0125' 0 385" 3 2 Run 8 4 Rnn 3 2 mm D 33mmm 1 0000000000 0 000000000000 000000000000 r 1.100000000000 000000000000 000000000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 5 0 12V 0.2W 0 SW 0 38V 32}m{{m 64mm 9`3_mm127{mm I'I III III II E111111 000 000 000 J 000 000 000 f —000 00o 000 v uoo 000 00o WIDTH M-20 HS, MII 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-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: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTee truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the Intemational Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICGES Evoluation Reports ore "Otto be Construed as representtng oesihetics or any other attributes nut spec y1cally addressed, nor are they to be cuattrued as an endorsement of the subject of the report or a recommendation for its use. There Is no ivarrunty by ICC Fraluotion Service. I.I.C. express or intprieit as so any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2015 Page 1 & t IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ofg 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® 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 www.mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTM 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, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mll 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC).provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. ICC-ES Evaluation Reports ure not to be construed us representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as on endorsement ofthe subject ofthe report or o recommendation for its use. Mere a no warranty by ICC Evaluation Service. I.I.C. express or /nviled, as to arty finding or other noiter /n thts report or as to any product covered by the report Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC = ICC. ;. 'ICC, PMG; VSTM. Look for the trusted marks of Conformityl 02014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" ICC-, F.'S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not °C !' ;"'' specifically addressed, nor are they to he construed as an endorsement of the subject of the report or aa'00) r reeonmendationforitsuse. There is no warranty by ICC Evaluation Service, LLG express or implied, as ftWW AWON WAM toanyfindingorothermatterinthisreport, or as to any product covered by the report. . "041CT„m "'01 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-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 63-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, MII 20, M-20 HS, MII 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (IRC) to 2013 Abu Dhabi lntemational Building Code (ADIBC)1 The ADISC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Properly 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 MiTee M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 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 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 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and MII 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 0.33-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 MiTekm M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTm 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-l-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, 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 separated by a 0.25-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-FS F.yalttalton Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed M as an endorsement of the subject of the report or u recommendation for to use. There is no warranty by XC Evaluation Seri -ice. I.I.C, express or Implied. as i 3Bli\I to ony finding or other mouer in this report, or a, to any product co -rred by the report. Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 6 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek' metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. It the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304 9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek' Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 5.6 5.7 6.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek' Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek' Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIJTPI 1 Section 64 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSUTPI 1. MiTek' metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6,1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek' connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir-4arch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas f"arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I lblin= = 6.9 kPa. NOTES: Tooth holding 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 perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the 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 pressestand hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND MII 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundslinch/Palr of Connector Plates Efficiency I Poundslinch/Pair of Connector Plates Efficiency I Pounds/InchlPsir of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 D.59 1505 Tension @ 90D 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint2 Tension @ 00 0.68 1945 0.62 1091 D.67 1716 Tension @ 900 0.3D 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 49D 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, 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. 2Maxtmunl Net Section - 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0 W. 01ev 0.1627" 841mm a $a" 1J061W H H I I M-16, M1116 0 125, 0 2w 0.125• 0 369' 3.rnn 0 a mm 9 mm 8 I}I —'.- . 000004000o0 n00000000000 000000000000 000000000000 000000000000 000000000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In IneheS) ESR-1311 1 Most Widely Accepted and Trusted Page 6 of 6 0.125' ' 0 250' 0 5W 0 38S 3.2}m}m a 4} m}m 9 3' u12.7^mm OOOboo ODD O' Do ODD 000 DDDD DDDO IO J r— oOo A o0o 900 000 ODD ODD ODD ODD AIM M- 20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Congnued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst 1 (800) 423-6587 1 (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: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'". described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC-F.S F.roluation Rcparq are not to be construed as representing aesthetics or any other attributes not specificully addressed, nor are they to be construed os an endorsement of the subject ofthe report or a recommendation for its use. There Is no ,rorranty by lCC F.ra/uution Service. U.C.- or implied as to any finding or other matter In this report or of to ony product corered by the repon. =w ; Copyright ®2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.onn I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—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: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT201-11STM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The WekeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0.through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and lhd'2014 and.2010 Florida Building Code —Residential, provided the design and installation are in accordance with the international Building Code° (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. IMES Evahrmton Reporis are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as an endorsement ofthe subject of the report or a recommendation for its use. There Is no warranty by !CC F.vuluation Service. LLC, esprets or implied as ' to any finding or other maner in this report, or as to any product covered by the report. copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSIFM ICC ]CC ICC ASEEFcOm rlmn. Look for the trusted marks of Conformityl L-- 2014 Recipient of Prestigious'Western States Seismic Policy Council E WSSPQ Award in Excellence" A Subsidiary of ooicouiinc 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, expresso r implied, as 9. wr.ri:... to any finding or other matter in this report, or as to any product covered by the report. "','"''m Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or_q 1 (800) 423-6587 1 (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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Codee (IBC) 2012, 2009, 2006 international Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)` 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 MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch Iota[ 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 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 1 t/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITekm M-20 and MII 20: Model M-20 and Model M1120 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 0.33-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 MiTeke M-20 HS, MII 20 HS, and MT20HSi1e: Models M-20 HS, Mil 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 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, 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 separated by a 0.25-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, IMES Fvoluation Reports are not to be construed as representing aesthetics or any other attributes not specjcolly addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendmlon for its use. There is no warranty by /CC Evaluation Service. U.C. express or implied as to any finding or other matter in this report. or as to any product covered by the report. Copyright 0 2015 Page 1 of 5 ESR4311 I Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI)TPI 1. 6.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MA plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries• name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' fib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.5 176 121 137 126 Hem4lr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 1 D7 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I lb/In' = 6.9 kPa. NOTES: Tooth holding 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. AA = 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 perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the.wood for the 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND Mll 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Poundstinch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pelr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, Cinch = 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. Max lmum Net Section - 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of S 0.3w, 0160' a4mm 41ma o-o-o-o 0 0000 00000 a°o o o o 00000 1wom l M-169 M1116 0125- 0 25W 0.125- 37mm a4mm 32.ma OQO0DO000p OQOQOUDGDO 00090000000 00QOQ0pQ000 00000000000 00000000000 I Warn 1 0.42r to a mm H 0 36V 93mm M-201 M 1120 FIGURE 1--APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 6 0.126' 0.2W 0.9W O 365 32mm 0.4mm 127mm 9 3 Im 000 ODO OOD ODD ODD ODD 0 D D0o000D 1:000 000 ODD J 00o Dog ODD goo DOD 000 Um M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.ora 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.mli.com EVALUATION SUBJECT: MiieO TRUSS CONNECTOR PLATES. M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Properly evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTee truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS1°, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and Installation are In accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes nos specifically uddressed, nor are they to be construed as an endamement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. U.C. express or Implied as to arty finding or other Matter in this report, or as to any product covered by the report Copyright 0 2015 Page 7 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-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: 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: MiTekeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.6 of the -master evaluation report ESRA311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm has also been found to be in compliance with the High -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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. 1CC-FS Froluation Repora are not fa be ennrtrued as representing aesthetics or any other attributes nor specifically addressed, nor are they it) he construed as on endorsement of the subject of dm report Ora reeanrmerdation fur its usa There is no ,varranty by 1CC Evaluation Service, LIZ, express w implird as to arty f7ading or other matter in this report. or ay to any product covered by the report. I= Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC. = ;ICC c. PMG . LISTED Look for the trusted marks of ConformityI 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of 16C-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not ca"".10 specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a r rrecommendationforitsuse. There is no warranty by /CC Evaluation Service, 1.LC, express o implied, lied as G.- to any finding or other mailer in this report, or as to any product covered by the report. Copyright © 201S IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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: MiTee TRUSS CONNECTOR PLATES: M-16, Mtl 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)` 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 wee 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 No. 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 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 cutoul 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 11/4-inch (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 10.0356 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 0.33-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, Mil 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTm 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 0.0005 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-l-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, 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 separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse oentedines 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, CGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they m be construed as an endorsement of the subject of the report or a recommendation for its use There h no warranty by lCC Eroluation Service, 11C. express or implied as to anyfinding or other matter In this report. or as to any product covered by the report miara S Copyright 0 2015 Page 11 of 6 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 5.6 5.7 6.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed *M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT (ib/int/PLATE) LUMBER SPECIES SG AA I 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 -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/inz = 6.9 kPa. NOTES: Tooth holding 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 perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roper 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION W16 AND Mll 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundslinch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 09 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (a)) Maximum Net Section Occurs over the Jointr Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 01 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ W 0.73 1402 0.79 936 0.67 1184 Shear @ W 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/Inch = 0.175 N/mm, 1 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 through a line of holes. 2Maximum Net Section - 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. ESR4311 I Most Widely Accepted and Trusted Page 4 of 6 033V o1w 6 4 Mtn 4 I mrti M-169 M1116 0126' 0 25W 0125, 32mm 64mm 32_mm 0000000000 0000000000 000900000000 J 000000000000 a000000oo0oo a 000000000000 Wom 0 42r lJoommm I i 0 365' 83mm I M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR431l I Most Widely Accepted and Trusted Page 5 of S 0 1 ri' 0.250' 0.5W 0 38V 32m m E}/mm 127nun 9{`3mm 1-1-1_l_t_{l t D0o A doo D00 000 000 DODODDO00 I:D00 000 A J f DDo DDD 000 00o DOD 000 W DTH M-20 HSI MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www,icc-es.ol• ( (800) 423-6587 1 (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.rnii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: 111146, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions desenbed in the master evaluation report and with Chapters 16, 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-&4; Evoluation Reports are riot to be construed as representing aesthetics or any other attributes nut spec y1cally addressed, nor art (hey to be construed yjj as on endorsement of the subject oflhe report or o recom(nendalson for Its use. 77mre Is no warranty by ICC Evaluation Service. U.C. express or implied, as Efie 471 to any finding or other matter in this report, or as to any product covared by the report. bii6e Copynght 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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.rnii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, M11 16, M-20, Mill 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20. W20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the Intemational Building Code® (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. ICC-ES Evaluation Reports are not to be eoastrued as representing aesthetics or any other attributes not specifically oddrased, nor are they to be comtrued as an endorsement of the sub1cct ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Seri -ice, LLC, express or implied as to any finding or other matter in thl, report, or as to any product covered by the report. copyright a 2015 Page 1 of 1 I Florida Building Code Online A'O C -7 Page 1 of 2 Business & Professional Regulation FIOOIppi(iTlefi(d gas 11pnis I Log In I use, Registration i Mot Topics I sub"[ surcharge I suits t: Facts Publications FaC start I SCIS She Map I Links I Search I BUS 66 ProfessifAI Product Approval USE*: Public: User Regulation Preduct Aearova. l Menu > product pi Amplicalkin Sela > Asabratian List > Appllotlon Detill FL # FL14239-R3 Application Type Revision Code Version 2014 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 Ni 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 Ted Berman, PE Lei Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761-06 ASTM D1761-88 Florida Licensed Professional Engineer or Architect FL14239 R3 EatA4 Eaulv.odf" Year 2006 2000 https://www. floridabtiilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL * Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tic -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of use Installation Instructions Approved for use in NVNZ: Yes FL14239 R3 11 Dwo.odf Approved for use outside FIVNZt 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 R3 AE Eval.odf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. aadi /teat CRDtitl.lJs :: 1940 North tones Street- Tallahassee Ft •ItoC Phone, RSO-487.1da The State of Florida Is an AAJEEO emplow, wvrloht 20p7.2R13 Srete of Florida.:: Privacy StateMfflt :: AccessUfly SM Refund Statement Under Florida low. email addresses are public retordS. U you do not want Your e-mail address released In response to a puNk-records realest, do not send decifonlc mail to this enlity. Instead. Contact the office try tthom or by traditional MO. It you have any Questions, pease contact aS0.487.1M- 'PtirScoot to Section 455.27S11). Florida SUMA45. dteQlue OctobU 1. 2012, lkafttees Ik~ ~,Chapter 455. F.S. must provide the Department MN an droll address If they have one..The emalb provided may be used for official ebrmnunkation with the licensee. However email addresses are public record. U you do not wish to supply a perswi attdrtss; Olalte provide the Department -fib an email "MOSS which Can be fade avallable to the pubhL TO dttdmlro If you are a kensee underChapter4$S. I.S., plevA dick b=. Product Approval Accepts: ai®®® CreditSCIRAVE https://www.floridabuildi ng.OTglprlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCci... 7/20/2015 MP INTERNATI I MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERIIFICATION. T». t CENTER OF GRAVITY ASSUMED TO ACT AT TY.E I GEOMETRIC CENTER OF THE ' SEE DESIGN MECHANICAL UNIT. W )CENTER OF $CNEOULE fOR MECHANICAL UNIT MUST BE W v ) • GRAVITY •' '1J/ r MMMUM SURFACE SQUARE OR RECTANGULAR. x Ra J AREA AND DESIGN NO IRREGULAR SHAPES. V 1 i PRESSURE, TYP. S N IW FtW STEEL TIE -DOWN CUPS. SEE OETAIL V3 •213 i C-. FOR CUP INFORMATION, TYP. Y MAR! YP. TYP.P. HOST STRUCTURE DESIGN / BY OTHERS. SEE OESI SCHCDULES FOR N ALLOWABLE SUBSTRATI's // / \ 3' MAX TIP. aA\t VtL MECHANICAL UNIT +++' : L aw 1 TIE -DOWN ISOMETRIC ' TYPE OF CLIP AND NUMBER. oil CUPS ISOMETRIC ' PER CORNER WILL VARY PER CONNECTION TYPES C I •CI ON SKEET 2 TIE -DOWN CLIP DIRECTIVE EME XAMPLE MAXIMUMNIETHE _ TION HEIGHT. M. FOR ANY GIVEN MECHANICAL UNIT LCOMILLUSTRATESTOTHE DIMENSION RESTRICTIONToS AND DESIGN CRTIMA USTCO HEREIN. SEE SHEE73AL -5 FOR DESIGN SCNEOU eSj MECHANICAL UNIT CRITERIA. TCONSIDER THE INSTALLATOM OF (t) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA- VWt- 170 MPI.. EKOOSURE TF AB' TALL AB' DEEP a AE' WIDE• L00 LB (WEIGTTI AS VERIFIED SY OTMEAS) INSTALLED To 3000 ANSI KIN CDNCIUF E WITH (1)•2- CLIP AT EACH OORMO R OF UNIT (TOTAL OF (4) CUPS) nn___ l no r> vwvv.•r. PROCEDURE STEP RESULT 1 DEFE1MINE T4E C)NMECTION TYPE BASED ON THE OIAGRAMS ON SHEET 2 1 CONNECTION TYPE 3 INNS INSTALLATION IS INTENDED FOOLA V1A1-170 MPH. EXPOSUIRE'B'. THIS DESIGN I i OLTEAMW E WHICH DESIGN SCHEDULE TABLE TOM CRITERIA CORRESPONDS TO TABLE S 7 OETERM(NE LARGEST FAR AREA OF RECNANICAL UNIT TO BE INSTALLED 4Er4O'-16FT' THIS UNIT HEIGHT OF AB' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 4E'. NOT& TITS PRODUCT APPROVAL ALLOWS THE ONI TO W TNSTALLED ON TOP A CHECK MAXIMUM LIMIT HEIGHT ItEST1UCRON TALL IFAN AICSTAND IS UTTLEU, OFANA/C STAND THAT ESA MAMMOND ICHMATOSEETHATTHESTANDODESNOTEXCEED30' Nr HEIGHT S CHfgt MINIMUM DNiT W10TM tZt N II IN AB HH S GAZAICK IMAM THE P41911HUR ALLOWABLE WIDTH OF UNIT NAY BE INSTAIIEO AT ROOF MET. RS LESS THAN OR EQUAL TO IS AT. 7THIS OADDITIONALLY, THIS UNIT MAY Be INSTALLED ON ROOF.THEIGHTS GREATER 6 OETERMIN! THE ALLOWABLE FOOF•NP REIGN OF THE INSTALLATION THAN Gorr AND LESS IN" 100 AT. SEC (') ON TABLE S FOR THE KUM9UM VALUES OF THIS ue%GN EXAMPLE DESIGN NOTES: '- * THIS PRODUCT HAS BEEN DESIGNED IN ACCORDAMCE WITH ASCE 7.10 AND IN BUILDING CODE FOR USE WITHIN AND OUTSIDE THE NIGH VV=- MlMR1CANE INDICATED IRA THE ACCOMPANYING DESIGN SCMEDULES, THE DESIGN TRITER. VSEO 6 lV4'r+ti CALCULATE THE ALLOWABLE ROOF -TOP KEIGNTS COMIOM ASt2 7.10 SICTIOH 29.5.1 FOR ROOF ADP NEIGINi'S (N) S60 FT AND SECTION 29.3 MR ROOT TOP NOGMTS (10>60 R Tp SECTION 29.4. 1 FOR INSTALLATIONS AT GRADE (GGXP-3.10 WTIHII THE NVMi. RL OUTSIDE THE KYKL( GGI..-Ls FOR ALL LOCATIONS(ODNCLRRENn. OOTTHH1tUaI DESIGN VARIABLES ARE 1N ACCb110ANCE W"k ASCE 7.10 CIWFERS 26 B 29. ALL IRE tiTSLISTEDINTHEDESIGNSCIEOUlESREPRESENTTHEAUDWABLEMEICAHTOFCoWTHE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A THE HEIGHT'S w MAXIMUM 30' TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF a 3 LISTED IN THEDESIGNSCYEOIAES. FA GENERAL NOTES: 1. THIS PRODUCT 4AS BEEN DESIGNED AND SHALL Be FABRICATED IN ACCORDANCE WITH THE EQUI RREMENTS OF IMEFLORIOA BUILO:NG ODDS 6 ASCE 7-tO THISARODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY NW WGNE ZONE. 2. NO 33-tl3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DFSWM OF INS SYSTEM. 3. DESIGN IS BASED ON Cl EC%T DROWDED PRODUCT AND DIE SHEETS MGM TEST cJ z REPORTS 0j"% j70. 19TAATELfIt9703B7BBYTESTINGEVALUATIONtASOKAT)RIES, NO AIOSTNTIONS WPTMOUF WRITTEN APPROVAL BY TM35 ENGINEER SNAIL BE INC.. PERMITTED. A. MAXIMUM6MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SMALL TO SPECIFICATIONS STATED HCREI/. ALL PIECNAANICAL SPECIFICATIONS J U Z 2 CONFORM ICtEAR SPACETONNAGE. M) SMALL BE AS PER MANUFACTURER RECOMMCNDATIONS Z O AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR O a! d S. FASTENERS To of Al2 X Y.' OR GREATER SAE GRADE S uNLESS NOTED OT'ERwL5E TAPCONS REFERRED TO HEREIN SHALL BE ITW SUILOEX BRAND, CARBON STEEL ONLY, US V ^ d INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m Rt32UIRE<E.4T5. AllFASTENERSSHALLHAVEAPPROPRIATECORROSIONPROmMONZ12O2t:w TOPREVENT ELECTROLYSIS. 6. ALL STEEL CUPS S4ALL BE ASTM A2113 STEEL (GRADE O) WITH 1`103 KSI OR ABETTER C 0: 7 ALL STEEL MEMBERS SMALL Be PR07WM AGAINST CORROSION WAIN AN APPROVFO COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION. C9o-RATTO COATING W oa REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM. z T„y ALL CONCRETE SHALL Be STRUCTURAL CONCRETE A' MIN, THICK AND S4ALL KAYE a MWIMUM COMPRESSIVE STRENGTH OF3000PSI, UNLESS NOTED OTMELWISE. RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSIMRAR Z S. THE OONTRACTOR IS MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL GROU-40N LVNEI REQUIRED, TO BE DmGMED B INSTALLED BY 07M6T5. m 10. THE ADEQUACY Or ANY EXtSTINNG S(R1)C7URE TO WrrKSTAND SUPERIMPOSED LOADS SMALL63 VERIFIED BY 711E OIISiE OESIGII ROFESStOM+R AND IS HOT INCLUDED IN IR, I(• 1 I THISCDtTIFtOLTIOt1•ExCEPTAS EXPRESSLY PROVIDED HEREIN, NO ADURIONAI ARE INTENDED. 11. 7HERFSYSTI71 DETA.'lE0 HEREIN IGSHSGENERIC AM DOES NOT PROVIDE INFORMATION FOR Oat A SPECIFIC SITE. FORSRCCONDITI04SOIFFEItENTFROMTINECONDITIDNSDETAILEDHEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC OOCUMERS FOR USE IN CON)UMQ10N WITH THIS DOCUMENT. OF EXISTING MOST SUBSTRATE SHALL BE THE RRL KESPONSIBIUTY g r l 12. WATER -TIGHTNESS OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVE) OR ALT EKED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATIO4 AND ayi B C _ H INSTALLAT:01N OF STRUCTURE PROPOSED MEREOH. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE IN I! FULL RESPONSIBILITY OF THE INSTALLING 3I 13, FOR AN EXPLANATION OF EXPOSURECATEGORIESTHAT ACCOMPANY THE Wt WIND THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. i26j IfitI{ SPEEDS USED IN YilN0111DNrIWIRLIPRR 15-2378 R ANCHOR SCHEDULE:'Is 1" CLIPS 2" CLIPS s Va RANC , • x` ORE . 7' MAX / m r cues nP. ' v (• aws I T T MAX 6VISTRATE OESd121PT10M 0-5116.0 CARBON STEa 1TW BUILOLY TA CON, CONCRETE-. ZY.' FULL EMBED TO A• THICK «IN, CONCRETE. 31(' 141" 3000 PSI MIN.) EDGE DISTANCE, A' Nit/. SPACING TO ANY ADJACENT ANCHOR U•PN SAE GRADES ALUMINUM: ALUMI sMEPT METAL SCREW TO AIR. AL01 RUN, PROVIDE (S) THICK. 6061-T6 PTCHESMIN. PAST MIN. ALUMINUM) THREAD MANE STEEL: I)-f 14 SAE GRADES cals• NIN. SHEET METAL SCREW TO THICK, 33 K9 STEEL. PROVIDE (5) HIM. STEEL) PITCHES MITI. EAST THREAD PLANE SUBSTRATE Otif>tf/TIOM Z t)-5116'OCARBOM TIT IWTIDEX TAPCTX'y CONCRETE: 7Y.' FULL TO CONCRETE, 31• MIN. 7i ya7 K' THICK MIN• 3000 PST MOM.) EDGE D15TAtlCE, 7Hi' a SPACING TO AMY 11tL ADJACENT ANCHOR. W Zb ALUMINUM. 0. 12Y MIN- 2)-• LA SAE GRACES SHEET METAL SCREWS TD NOJ Z. w ll j ; 1` 1410C, C, 6061,7 ALUMINUM, PROVIDE (S) N 3 PITCHESMIN. PAST THREAD MAME a W. 5 HOGF STEEL: 2)-PHA SAE GRADE S 0. 125' MIN. SWEET METAL SCREWS TO THICK, 33 KS. STEEL. PROVIDE (51 NIN. STEEL) PITCHES "IN. PAST V THREAD NAME Z 0- 9 y 1 Typ. 1. EMDED14ENT Al0 CDGE OLSTANCE EXCw06 rmrs Es, IT AN:UCABLF J = i 1 - 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCNEOULE. >p Cl CO N N EC 1 lO N TYPE C L 3. SEE DETAILS OR SHEET 3 FOR ANCHOR$ ATTAp1ING TO MEOIAMM UHT. Z € ¢ CONNECTION TYPE C2Y aLY" ¢YYY <SZS 1• CUP - VTIUZE (I) AT EACH CORNEA FOR A TOTAL OF (A) PER UNIT 1- CUP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNR O ~ F Q an ril o r' rZ \ 6'MAX uNR WIDTH 6. CUP OFFSF I . CUP PAIR SPACING 1 I CUP OFFSET Z H _ F-yS - I• •I• 3' TTP MECHANICAL co 4 HYi V R7 CLIP -CUP SPACING UrtT PER V SPACING SEPARATE CERTIFICATION : -- I, .!' 3 MA)f; c a! I. CUPS T NJ(X .^ TTP. r CLIPS y r.AJ( UO UN T F R A TEA ALOE pH HP 1 I • : M, OF UNIT FOR A TOTAL OF a L B) Pt0. UNIT -i .i L s( 3' MAX P" rip s TTP, OC IPOTFANRLQNIlOCPL 15- 2378 C3 CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL PKJHL[t NT_. r CUPS.. VnUZf (1) AT EACH CORNER FOa A TOTAL OF (11) MR VNrt Z;r CUPS . UTILIZE (2) AT EA01 CORNER FOR A TOTAL OF Lj I" UNIT 3 N.T.A. PUN VIEW PAR eOdOPT70R: THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT. FOR ANY CUP LONGER THAN 10, 0 19' UTILIZE (S)•t12 SAE GRADE S SHEET METAL SCREWS, TYP. 0.060' THICK ASTM 4283 b STEEL, TYP. Q O8 0 3)•112 SAE GRADE S SHEET METAL SCREWS J FOR CUPS UP TO r LONG. URUZE (S)-812 UUO SHEET METAL SCREWS FOR CUPS LONGER U THAN S', TYP. I IIJ V.•O HOLE, WITH uIOANCHORFROM1• CLIP ANCHOR 0.75 SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC. I o 0.072' CR 0.113' THICK ASTM A283 III ILLL'1/ISTEEL, TYP. u A 3)•s 12 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. URUZE (4)-012 SHEET AL SCREWS FOR AlCUPSIONGE0. THAN A', Irv, Y.' 0 HOIEi,0. NOT TO Be USED P0 kAKrH0F* 5. TYP. O. sr FACTORY - MILLED V.'O HOLES; HOR `\ e / UTILIZE ( 1) OR (2) ANCHORS FROM r cup Anaoa SCHEDULE, TYP. O. sr 2 2" CLIP ISOMETRIC DETAIL 3 N,T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 606346 MIN, ALUMINUM SHEET WITH Fty-30 KSL 0.125' MIN. THICKNESS, STEEL MOUSING UNITS SMALL BE ASTM A653 Fy-33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.02W). 0. 068' THICK ASTM 4263 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLUSH WITH We OF CLIP, NO SPACE PERMITTED, TYP. 3)• 112 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S• LONG. UTILIZE (5)•1 L2 SHEET METAL SCREWS FOR CLIPS LONGER THAN 5'. PROVIOE(5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE V SUBSTRATE PER ANCM00EDULE 1" TIE -DOWN CLIP 1— N ANCHOR DETAIL 3 3• - L'.0• DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE 60.5EOF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTI•ERS.. ALUMINUM HOUSING UNITS SHALL BE 6063•T6 MIN, ALUMINUM SHEET WRIT RY-3010, O.1ZS (3). F l2 SAE GRADE S SHEET MIN, THICKNESS. STEEL HOUSING UNITS METAL SCPELyS FOR CUPS A' SHALL BE ASTM A653 FY-33KS1 MIN. LONG. UTIU2E (4)-012 SHEET STEEL, GRADE 33, 22GA MIN. (t•0.02991. METAL SCREWS FOR CUPS LONGER THAN A', PROVIDE (S) PITCHES MIN. PAST THREAD FWJE 0. 072' OR 0.11r//`'{ FOR EACH SMS, TYP. THICK ASTM A263 r, • STEELCUP, TYP. BASE OF UNIT SHALL BE FLUSH WITH BASE i i ri 1) OR (2)ANCHORS PER ANCHOR SCHEDULE OF CUP, NO SPACE PERMITTED, TYP, SUBSTRATE PE.R ANCHOR t/ (( VARIE I) E 2" TIE -DOWN CLIP 4 DETAIL ANCHORC 3 Jr -" OETAII CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. It K TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II SIP.UCIURE IN THE HIGH VELOCITY HUrAICANE ZONE-) ALLOWABLE ROOFTOP HEIGHT(F•) TIE-OOWN CONFIGURATION TYPE MAXIMUM I SVRFACEAIIEAOF UNIT • UNIT Cl C2 C3 U UNITS LARGEST I HEIGHT WIDTH FACE Am 24'MAX 12'max N/A AT GRADE GIUOEyH520DR ` 9 FT' 32' MAXI IS' MIN N/A ATGRAOE AT AT GRADE t H 160 FT AFT' • - AT GRADE HSZOOFT H530R HS700FT 6R' ATGRADE NS40FT AT GRADE •( Nf200fT 1 9 R' • AB' MAX 2a' M.IN N/A I ATGRAOE Ai GRADE H f 160Ff 12 FT' TWA AT GRADE ATGRADE H S AO FT T 15FT' Fi/A y ATGRADE N/A r ATORADE 20Ill - -- -- WA ATGRAOE WA AT GRADE is R'- _ I 60' AUIX AB' MiN WA rA GRADE NJA AT GR:OC rATGRADEWAN/A N/A L_ N/A N/A N/A AT GRADE THTHISTAEIE IS PERMISSIBLE TO BE_ VSE_O WI fNM THE NVHZ WNKN CONTAWS 9ROWARO ANO MIAMFDADE COUNTIES. CHECIt WITH LOCAL AUTHORITY HAVING JURISDICTION FOR TILE APPUCABILKY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY It STRWMKE•l ALLVWASLE ROOF --TOP HEIGHT{H) TIE -DOWN CONFIGURATION TYPE MAXMUM SURFACE AREA OF i UNIT j UNIT Cl CI Cl CA UNIT'S LARGEST HEIGHT WIDTH FACE 6 FP 2A' MAX 12' MIN N/A H 1200 FT WRAT GRADE < Hsl6pR H s ZOO F7 9 iT' 32' IAAK I IS' MIN N/A I60 HSISR R <H S 200 R HSZOOFT A7 GRADE I, HSIOOR N 1200 R HS200R AFi' AT GRADE 60R< H520OFII 1 6FT' ATGRADE NSIOOR 60R< N9IOOFT I H3ZOO R 9 FT' AS'MAX: MMIN MIA l HS2ODFr 60PT <AT GRf00RHS200R r 1 U R' WA AI GRADE WA H f IOD R 60FT<HS200R 16 FT' I NIA AT GRADE NIA H S 200 R T To FT' NIA AT WADE N/A H S 100 FT TS F-' -_ I N/ A N/A NJA H S 30 FT O R < N S_2OD FT 4 60' MAX CAB' MIN AT GRADE TOR' WA VIA NIA 60R<Nf 180R 36 R' MIA NIA N/A ATGRAOE AS AN EKAMHF• THIS TABLE IS PERMISSIBLE TO BE USED VATHN PALM BEACH COUNTY. CNEC K WITH LOCAL AUTHORITY HAVING IUR60KTIOH FOR THE APPUCABIuEY OF IHIS TABLE WITHIN CERTAIN FIORRIA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOCITY NURRICANE ZONE') ALLOWABLE ROOFTOP HEIGHTS lIE4)OLW CONFIGURATION TYPE q mtT;E r y •O; SURFACE AREA OF UNIT UNIT Cl C2 C3 CA gigs Q 5 UNRS'JAtGEST HEIGNT WIDTH •LL V' , j FACE Ai MIN NJA AT GRACE ATGRAOE N52fD_R r U W E 7R' 32' MAX 'lS`MIN _NIA ATGRAOE N/A NS30FT m =8 AR' I TAT GRAOE H3200 FT AT GRADE I H52M FT U! 6FT' N/ A-: HSI5FT ATGRADE ' 1IS200R WW "19E 9 FT' A>T MAX 24•MIN WA I ATGRADE ATGRADE t HS6OFT 12 FT' N/A ! AT GRADE T AT GR40E o W a y 16FT' N/ A AiGRAftE _ H/ ATGRAN O ATGRAOE _ N_JA AT GItAOE < 25R' N/A NIA _ WA_ AT GRADE GO' MAX • AB' MIN - -. 30 R' • i W4 WA WA ATGRADE .• i6IT+_ _N/A _ Wn NJA ATGRADE °' THb TABLE 6 PERMISSIBLE TO BE USED WITHW THE HVHZ WHICH CONTAINSOROWARD AND V MIAMI•DAOE COUNTIES. CHECK WITH LOCAL AUTHORITY HIVING IUNSOIC ION FOR :HE APPUCABIUTY Z YI • OF THIS TABLE WITHIN CERTAIN rton ACOUNTIES, f••1 C>t n OTABLE 4 : Vult= 170 MPH, EXPOSURE 0 N F FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) Q n I 6 ALLOWABLEROOFTOP HEIGHT ( H) CAI Li TEDOWN CONFIGURATION TYPE I W e g suit ACE AREA OF UNIT UNIT CI C2 1 C3 CA z < 0 UNITS LARGEST HEIGHTWIDTHEFACEdI AT GRADE f 6R' 2A'MA% 12'Mlq N/A f H5200R N52C0 FT co U 60R cH6d0i; ATGRADE9 FT' 32' MAX is, MIN GRADE CAR<HS20DFF• MIA H52GOR ++ tt AR, AT GRADE R H32WFT Ns200H52ODFT R'_! (sl•1• ! 60FT< HS20GFT aI - 1 aH 6rr' NIA HS200FT H915FT H52WR @' f 6GFT<Hs20OFT HSISR AT GRADE N5200 FT T 9FT Ab'MAX 2A' MIN N/A fO Fi<NS300 FT. AT G11AOE ppgpg °`I 12 FT' MIA 60FT401120 FT MIA N120OR '" 16 Fr'' N/ A N/ A WA , H S AO FTi Is I ? 60 R<NSi00 FT,. FA{ t Yj HS40 Fr 2 20 FT' NJA A: GRADE WA 60R<H 5200R ATGRADE — fpAOYj'Tr<V[lle1AUTA 25 FT' N/A N/ A N/A 60 FT GRADER 15-2378 60'MAX 46'MIN • - CAT GRADE t¢Afn Hu 30FT' NIA NIA NJA 60 R<NS100FT eAa<au.ne3'j 36 FT' -N/A - N/ A .. - r — N/A AT GRADE AS AN EXAMPLE THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHEO(WITH LOCAL 5 AUTHORITY HAVING JURISDICTION FOR THE APPLICA61LM OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. d TABLE 5 : Vint=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II S AUCTURV) I ALLOWABLE FOOF•TO MIGHT 0N1 TE-0OWN CONNFiUMTION TYFE MAXIMUM SURFACEAREAOF UNIT UNIT Cl C2 C3 CA UNIT'S LARGEST HEIGHT WIDTH FACE 6FT< 24'MAX Ill, MIN I i 15 FIORi HS200FT Ns200R Hs200R 9FV 3T MAX WMIN ATGRADE H5200 FT HS 200 FT HIZW FT 4Fr i HS200R H6200FT H5200R HSZOO FT i 6R' 1 60R s4OFT I HS200FT H5200FT H52W FF H5ZODFT9fT' ' aB'MAX ATGRAIM I 24'MIN • H5200FT H5200FF 160R<HSBOR f H520DRATGRADEHs200R H54OR 60R<HfZOO R 16 R' I WA I HS200R 11S15R fOR< HSIOOR HS200R N 20 R' N/A H S 2W R 113 ZOO R 25 R' H340FT N/ A 160R <HSZOOR AT GRADE 60R<X SBOR H S 200 R JfO`MAX WM01 • --•._ 30 FT, HSISR N/ A 60 FI <Nf 160 R AT GRADE NSI00 FT 36 Fr I ATGMOE N/A •— LfO R, H SBOR ATGRAOE HSZODFT TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE•) TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY O STAWTURE-1 ALLOWABLE ROOFTOP HEIGHT DII •••,, TIEZ WNCONNGURATIOH TYPE MAXIMUM ' SURFACE AREA OF UNIT UNIT UNIVSLARGEST HEIGHT WIDTH CI I CZ I C3 J Ca ;.• T 1F FACE I I alU1 6FT :2a' MAX 1T MIN I AT GRADE H2200FF ( Hf 200R I H5200 Nf15R `66 9FT' 3TMAX15, MIN' N/A Hf 200 FT I60R<NSFT HS ZWFT V uuu af• IT ( 1 H5200R H5200R HS200R HS200FT jY cm y, B 6Fr ATGRADE H3200R N3200FT I Xf200R W` ww I60R H5160R Hc J HS40R 9FV ' A6' MAX 20MINS AT GMOE HSZOO R R<M3200R HS200ff I O Wk" 12 FT' I N/A HS200fT 60 AT GRAM HS200R I A HS1SFT iii l 16 FP I N/A 60R<HS 200FT ATGRAIX _- HSZOOR P GR - 3 ZO R' iN/A NS3 60R <HS200R AT GRADE Mf200R L)Z • ZSFT' S N/ A 60R<HS140R ` AT GRADE Ns7DOR P d 60' MAX tr MIN 1 "'• F10 FTC ( ` N/ A It AT GRADE WA H S ZOD R Z O_ 1 — 36 R= N/A^ J_ ATGODE - WA RHS3" r 6Q<N1200R8 Z€ f Lu oCIOF• TOP HEIGHT( H) 1Z-1 G NFIGURAHON TYPEd = SURFACE AREA OF UNIT UNIT CI U C3 CA j m In UNIT'S LARGEST , HEIGHT WIDTH i FA E yI LJ6 FT' 124-MAX 1T MIN N/A Nf200 FT HS30R 60R<H3200FT NSIODFT 9 FT' i 32, MAX• is, min WA HSZOOR AT GRADF R<N S NO FT H5200R HSI00R HS200FT H5200R I 4 FT' 60R4H 5200FT6FrATGRAD60R< HS 100FT HSIDOR HS200FT N5200R 1 r HSISR H52pDR 9 Fi' a6'MAR24•MIN WA H5200R 60R<115200TT GIF'I j 32 FT' N/A I; HsaOR N320DRFIATGRADE60R <NS IOOR 60R<NSSWR 1I fil l6FT N/A6_OR<N1200R ATGAAOEN/ A H320pR mgTl1lttN ZOFT 15-23 M— N/A AT GRADE H%MFTTFT6qR< HSIOOR AT GRADE 2S FT' WA60R<H 56pR N/ A H f 200 R , Nf OR 30R# N/A WA WA' W FT < H S 20D R I AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN 1 BREVARO COUNTY. CHICK WITH LOCAL AUTHORITY HAVING 1UR15DICTION N/A ATGRAOE N/A N/A FOR THE APPUCABIUTY OF THIS TARE WITHIN CERTAIN FLORIDA COUNTIES 36 FT< I 60 FT < H S I00 R I J W>1 T• ENGINEERING EXPRESSO PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: Al -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with ASFM,D1.761-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387B by Test ' 4WABN ratodes, Inc. ' • . ''r0 STRUCTURAL ENGINEERING CALCULATIONS Rased Ln%q eer's Seal Valid for Structural engineering calculations have been prepared which =des !yP• evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Tranklb 3. Minimum Unit Weight # PE004 I Fjq 5' 4. Maximum Allowable Unit Surface Area ###I 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM qQoft ENGINEERING EXPF? SS`" 4/14/2015 DMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM Job Add Parcel ID: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ) 7 - ) M_ Documented Construction Value: S Historic District: Yes NoX Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use MoveEl. Description of Work: _ ''t I. c, /60 A0, Plan Review Contact Person: Title: Phone: Fax: Email: property Owner Information lyame. e.44cw,nas Phone: 40"1 Coo q Street: Q2t Lcxlt t Le 6 0-In nr"ISL _2L— Resident of property? City, State Zip: -Mc,, d±19amrJ 0 32-1S1 Contractor Information Name YYl c I.- I t' c .i cast&&=kza;Lac- Phone:. %:T-i '61 a - f6c) oD Street: Fax: 4M jt a - i l-1 l City, State Zip:'_OA e,--d a State License No.: E.CDC)00 5 L. . Name: Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARN} NG TO OWNER: YOUR FAILURE.TO. RECORD. A NOTIC$ OF t~OIYfIV1ENCEMEJVT MAY RESULT 1N YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT RECORDED ATIb POSTED ON ''I`IIR 70*B'Sr. E BEFORE. THE FIRST INSPECTION. IF YOU INTEND TO.OBTAM FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as -indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet -standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code NQTICE: 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. f the executed contract is The City of Sanford requires payment of a plan review fee ?t the time of dered the timatcd conitstructionvalueoofthejobatthetimefsubmittal in order to calculate a plan review charge and will be const The actual construction value will be figured based -on the current ICC Valuation Table in effect at the time the permit is issued, e accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, e, credit will be applied to your permit fees when the permit is issued. OWNER'S AFPTDAVTT: I certify that all of the foregoing information is accurate and that all work will pplicable laws regulating• construction and zoning. be done incompliance with all a Signature of Owna/Agent Date Print OwncdAgcnt's Plamo SignaturgofNotaiystate-of Flodda • Date Owner/Agent is personally Known to Me or Produced ID Type of ID signatweo ContractodAgent Date Print ConttectodAgent's Name NAREN HUGHES Notary PoiWic - State of Florida Comm1niod#GGo69W My CommExpkesMat 26,2021 8ondtA IhrougA N IioMl NoUry Ann. Contactor/Agent is Person y no to mc-or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required:' Building Q Electricals Mechanicaj Plumbing Gas Roof Construction Type: Occupancy Use: Flood. Zone: r Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:,— r. •. gs- ,sr od.,sa Vh A IC.H s 7 e2. New Construction: Electric - # of Amps i 0-1P5 Plumbing - *of Futures Fii e.S' rinkle Permit:. Yes Nob ... #.offloads _ Fire Alarm Permit: Yes No p K APPROVALS: ZONING: ' UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 11} Rd 6, Street: ySs Aoc!J Grove 1G e City, State, Zip: (A 7--- 'av-v\ Design Location: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: Leakage Characteristics CFM (50):1"1 o _ ACH(50): v l Builder Name: TC ( a t ,f 0( C %OV\ Permit Office: J Permit Number: Jurisdiction: FLOW: I "lA R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. SIGNATURE: PRINTED NA1ME: Q-' DATE: Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Florida Building Code Duct Leakage Results Builder: v (n- Neighborhood:} Il Lot #: 0915917 City: Square Footage: AI —a Permit #: Stage of Construction for Test Rough in with Air Handler F Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: ,W% System CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail 1 c.l 2 3 4 5 Pass Fail Rating Company: SkYeTec® Inspection Date: G Rater Name. Rater Signature: ' st" The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 1 1.866.SKYETEC www.SkyeTec.com 7t,6 DESCRIPTION AS FURNISHED: lot 85, THORNBROOKE PHASE 4, -os recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Armando Sebastian and Nelsy Fernandez Caceres; First American Title Insurance Company; Inspired Title Services, LLC; TMHF— Alico Misare LOT 84 THORNBROOKE PHASE 1 PLAT BOOK 79. PAGES 3-7) REC. 1/2" I.R. N 00014' 55" W NO I.D. 40.00 7. tiry ryry. 34.80' 34.80' LOT 85 f REC. 112" I.R. NO I.D. 3.5'NJ.5' AC PAD 91, 5.00' CONE. O1 5.00' 30.0' O 0 nt CO 7 5.00' 0 TWO STORY RESIDENCE F.F.-24.01' 0 e 5.0' hry COV'O. ^. BRICK DD Oi BRICI WALA 21.3' 16' BRICK OR. 0 5.20' f 10' UTIL. ESMT. REC. 112" I.R. 5' CONC. WALK NO I.D. B.B.)N 00014 55" W 40.00' 1 G ROCKY CROVE LANE 50' R/W) TRACT I h O O O LO O nt 5.00' C!) LOT 86 ry1 23.91' REC. 112" I.R. — (PC) O) NO I.D. 9 L,90 4 Lul = 4.600 5U.F7. LIVING = 1,157 SOFT GARAGE = 451 SOFT. ENTRY = 74 SOFT LANAI = N/A SOFT BREEZEWAY = N/A SO. FT. DRIVEWAY - 403 SO FT A/C PAD = 9 SO.FT. WALKWAY = 72 SOFT O IMPERVIOUS - 45,1 XG UTILITY Ec ACCESS R/W O SOD = 2634 SOFT LOFF Q LOTAREA CALCULATIONS: R/W = 440 SO. FT PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SO.FT. PROPOSED DRAINAGE FLOW FRONT a 25' SOD = 130 SOFT. LOT GRADING TYPE B REAR = 15' PROPOSED INFORMATION SHOWN IUIAL A AREA = 5.240 SOFT. PROPOSED F.F. PER PLANS = 23.9' }} SIDE 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.FT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK = 272 SO.rTPROPOSEDGRADEPERCONSTRUCTIONPLAN }} CLIENT NOT FIELD VERIFIED SOD - 2,764 SOFT. CRUSENMERYER-SCOTT ASSOC., INC• - LAND SURVEYORS LCGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436P . LAT JOL., • POINT ON LIKE NOTES., F • FIELD TY/. • TYPICAL I.P. IRON PIK PRL • POINT Or REVERSE CURVATURE 1, THE UNDFRSWNED DOES NEREBr CERM1' THAT THIS SURVEY MEE75 THE STANDARDS OF PA C= SET ram BY THE FLORIOA BOARD OF IA IRON ROD tt POINT Or COMPOUND CURVATURE CA CONCRETE IRAINCNT RAU RADIAL PROFESMOM SURVEYORS AND MAPPERS N CHAPTER 5J-17 1LOWDA ADMNISTRATTVE ODDS PURSUANT TO SEC K)N 472.027, FLORIN STAKES SET IA. . 1/2, lit•/PLO 4"6 NR. NON -RADIAL 2. UNLESS EW90SM WITH SURVrMRS SIGNATURE AND ORIGNAL RAISED SEAL THIS SURVEY UAP OR COPIES ME NOT VAUD, REC. RCCDVERCD VP. VITNESS POINT J. MIS SURVEY WAS PREPARED FROM MILENFORW170N FURNISHED TO THE SURVEYOR. MARE MAY BE OTHERARUMCIIONS P.O.I. PONT•IOr BEGINNING CALC • CALCULATED OR EASEMENTS THAT AFFECT IRIS PROPERTY: P. O.C. POINT orCOKNENCCNCNT RA • /CRKA"CHr REFUHCNCE NDNHRCNT 1. NO UNDMROUND IMPROVENEMS NAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. A CENTCRLUC rr. FINISHED FLOOR CLEVATNIN B. INS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED M AND SHOULD NOT BE RELIED UPON BY ANY OTHER DOTTY. NLD . NAIL L DISK ILK •"BUILDN6 SETBACK LINER/VATBARCNC1B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED ID RECONSTRUCT BOUNDARY UNCS. WARIMK CSNT. • NT BJ. • MSC BEARING ESHCASEMENT7. BEWNCS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS RASE BEARING (B.B.) DRAINA DRAIN. •DRAINAGE B. ELEVA17p/R, IF SiIOWN, ARE BASED ON NATIONAL GEODETIC M11/M OF I920, UNLESS OTHERWISE NOTED. UIIL. • UTILITY 0. CEM'FICATE OF AUI140RI7ATION No. ISB. • arc. • CHAIN LINK FENCE VDSC. VDOD FENCE C/ B • CONCRETE ROCK SCALE I' •• 20'-i DRAWN BY: P. C. POINT Or CURVA7URC I. I. • POINT Or TAHGEICY DCSC. DESCRIPTION CERTIFIED BY DATE ORDER No. R • RADIUS L . ARC LENGTH PLOT PLAN 02-27-17 653-17 D • DELTA C CHORD REVISED PLOT PLAN 05-31-17 r.. • CHORD BEARING NORTH A • — 04, 04.WT— FORMBOARD FOUNLNTION/ELEVS. 08-04-17 3128-17 THIS BUILDING/PROPERLY DOES. NOT UE WITHIN Aoo REDO FORMBOARD FOUNDATION/ELEVS. 08-17-17 J401-17 FlNAL/ ELEVS. 12-07-17 5414-17 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TO X. RUSENM R.L.S. / 4714 ADDED CERTIFICATIONS 12-13-17 ZONE X' 14AP / 12117C 0055 i. JAM . SCOTT, R.LS 1 4801 45s ;->ocA -e 6P+k 1-1 - i a$s CITY OF SANFORD BUILDING & FIRE PREVENTION Ji t d PERMIT APPLICATION Application No: _ 1 ""7 Documented Construction Value: $G0910,U)_ Job Address: 1! ti\i B5 Historic District: Yes No Parcel ID: Residentiae Commercial L, Type of Work: New• Addition( Alterati11on Repair Demo Change of Use Move Description of Work:IAS 41 l:c-r t.n t i AG 1,J`i1^c,l 11Jn Plan Review Contact Person: r.,l 1 'fk(sYi Title: Phone: L 01-5$5,-RaxJ Fax:4-333-385.3 Email: Can•\ Property Owner Information Name VMly Phone: Street: _ _ _ Resident of property?: Q City, State Zips! \urtt ta,ln ( _ rah a Lz Cnontractor Information Name i, ' % hone: l R 4o- Street: 53 rsc-0 Fax:?, ,, yJ3 S'S. Y! 3 City, State Zip:!5 ' State License No.: eJi3 QLA Architect/ Engineer Information Name: 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: 50' Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application WO 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 distrietS, 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 cffect 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. Signature of OwnedAgent Date Print Ovn edAgenCs Name Signatureof Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID a] orContraetor/Agmt Name Signature of Notary -State of Florida CHERYL D AKERS MY COMMISSION # FF9%962 7F EXPIRES June 05, 2020 Contractor/Agent is _Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood 'Gone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: ReAsed: June 30, 2015 Permit Application tta fa=Al. uaunl IKII !wl vwWrrfwf. a (rtlalije po/n/nee T/la/mlf OMA V yry{.rhf. o,Y DLO f/ 1./Mlarlr IL) U IVv a TT p . ' @L+ s6Y. 0cv t T). , , - rti..wa.N aaa..l(Q.r•., om l. fV•a.. 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YI YIfaVK Ya WvwlrY aaa y CIW:. t1aV.4w/Iw.MIr U.M1a 4r 10 11 I:t..h• IL e...wl w.r __ aa.Y•4. UrN/aM0.0. WI.r wa1.~ I/nY_• wK Y 4r•.I w. Mt..1.Yrr..^.=. w O R.. Yf_K}Q /r(aC11i Y. Ir.rl(16.. _ r1a1f1 lil.r a•. V... 1VIY rY: Y.V. OaY14/rf.Y(TrIC/I^Y.tl fllWn aCIY(.a Y! Y..1 •ia...N /IY.1^•Aa.._ 1 oaf Miami: la. l.. a 9 tf111rK w-.rla..:" r.rrly^-_."._-. ' Mau.lov lAab .. M-claa.wlsaro.11C1 rlWtt wa w s le P.- pow+.._ on Y/ < I. ,•mrnwaa s1Yfw Y,.•a a Ya tYf1-(rY.,,,y!) V.vK r wrlV a..r Wfwr11 Oar.Ow..f Y...y.a.pt<f.N.tM 41Y IQK W.`.• aY aw rQalrq <{m al(areal wl Vast 1 :.w.0 Wrgop t.N«.wf to to in a1lltanals taa,:f1 O,tc tell SAW -a :l all. b/,SS' (Lnok c ro c DESCRIPTION AS FURNISHED: Lot 85, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morriso q of Florida, Inc. LOT 84 5.00' Sm 5.00' PROPOSED a FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS r— PROPOSED DRAINAGE FLOW LOT GRADING TYPE B PROPOSED F.F. PER PLANS - 23.9' PROPOSED GRADE PER CONS7`RUC7ION PLAN ++ THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 3-7) N OO D 14 "55" W 40.00' 34.80' 34.80' LOT 85 5.00' O C h p LOT 86 e n2 w 5.00' i7 20' 25,20' I 10' UrIL. ESMT. I y'bryb 23.91 e.+ l e.)N 00014' 55J" W Pc) 40. 00' N LOT ARE4 CALCULATIONS; LOT 4,800 SO.FT. 0, OVVV LMNG GARICE ENTRY 1, 157 451 a 74 SOFT. SOFT. SOFT. LANAI N/A BREEZEWAY j/A SOFT. SQ. FT. ROCKY GROVE LANE DRIVEWAY A/ C PAD 403 o 9 SQ. FT. SOFT. 50' R/W) TRACT I WALKWAY a 72 SQ.FT. IMPERVIOUS m 45.7 R UTILITY & ACCESS R/W 2,166 SOFT. SOD 2.&34 SOFT. R/ W a 440 SOX APRON a 110 SO.F BUILDING SETBACKS: SIDEWALK a 200 SOX FRONT a 25' SOD 130 SO.F REAR a 15' SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA 5,240 SOX SIDE CORNER - 10 BASED ON SUPPLIED PLAN DRIVEWAY a 513 SOX AND/ OR INSTRUC77ONS PER CU SIDEWALK 272 SOX NOT FIELD VERIFIED SOD F CRUSE' Njff1`. R—SCOTT do ASSOC., INC. — LAXD SURVEYORS LEGEND _ LCGM P • PLAT Pm_ POINT 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 F . FIELD TTP. a LEIS TYPICAL Holm I. P. . DOOM PIPE IR . OmN pW NE: P" POINT DT INDIM E CURVATWE POINT O' COWOUID CURVATURE 1. THE UNDOMCNED DOES N[NEBY CIDDIFT ANr TNS SWVLY UEEIS ONE SYANCAROS W MWDCE SET ram Cr ONE FIOjw% MM Or CA • CONCRETE HOLOENT RAR RADIAL ppDn3wari , SWWMn AND LINPPOtS N CPMPM Ah17 FLORIDA ANOO57RUWC CODE PUII wff IO SCCNDN 47EAE7. FLORIDA SPAT ES SCT to.. Y IA ./DLD 43PE VMN -RADIAL Y LIMAS aue=ED Rom SURVEYOR'S SICxAmM AND ONOINAL NNSED SEAL DO SURVEY UV OR COPES ARE NOT YARD . REL • AW VP POINT T, DO SURVEY 1143 PREPARED FROM OR[ WOMMDON FURNISH0 TO THE SLIFIr R. TOM WY K OPEN IIESTI TICI6 POINT* ECOPD.I. .DINT OF CALL. CAL61LCILATED CALCULATE' DR FitfCLENR 1NAF PNOPDTTY, PDLC. • POINT OF N DOCE/EM7 COMCHORM PERRAIOIi REFCRDICC 10RDOIT pAFF1Crw4L M 4NOUIDDICLOWNDWPNOYENDIISNAVE S[DI LDFi1fiD IRIULST O171QRWSE SNOWN. t CEMOILI E rr. rvUSTED FLOOR ELEVATION a TM SURVEY IS POW -ARM FOR THE SOIL WIEFIT Or DOOM COFTVKD TO AND SNOUM NOT W RpRD UPON r ANY COPED CN . W . NUR L DISK NW . I-VAT DSL DUADIMG KTMCK L1NC DOEMWtIt a DMDRONS SHOW FOR W LOCATION OF DIPROVEI MS NDEON SHOULD NOT K USm TO RECONSMUCf S014NE1URr IDNEIL C* 5OCRMWF- RR LLIASE lCAR11fi 7. OdPoNC; ARE 84M ASSUMED 60W AND ON ONE LINE SHOWN AS AW DOUNNO (Bd) MAUCENT. MADE111 S. SHOWK ARE ON NLIIONNL NXOOETIC MTlY Or /!2a IDNQS OIMOIWIfE NOtEDt UTO_ urll. • uTlulr UTILITY COMFIDNS O N 00. D. NxRNT1GIOE 0I AI/TIORlIATICIN ra..eva CLM • CHAIN LINE rDNCC VDFC. • VOOD PENKDCK CE P- ivLDCURVATURESCALE 1' 20'— DRAWN BY: P.T. • POINT Or TAIpi/CT DEEc. DEsanTTDN CERTIFIED BY: DATE ORDER ft OW-17 p . RADDR o LTL[ NGtN PLOT PLAN 02-27-t7 C • CIOtD PLOT PLAN OS-J1-17 Ca OHO SCARING NORM 44WES. FORKRE- WO FORMBWRD FOUNM710N/ ELEVS. OC-W-17 REDO FORMBOARD FOUNDATION/ELEVS. 06-17-17 JIZC-17 3401-17 THIS BUILDINC/ PROPERTY ODES. NOT LIE MTTt11N C GNUS EVER. R.L.S. / 4714 SCO R. LS / 4801 THE ES7ABLKHEO 700 YEAR FLOOD PLANE AS PER fiRM' ZONE X' EtAP / 12117E 0055 F. Revision e Response to Comments City of Sanford Building & Fire Prevention Division CCT 2 1 f ;. j Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 1 ' b Submittal Date _ Project Address: i Gro--.-4 L-C-e--t Contact: Daphne (if _SAS) Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: 10/25/17 a,-.rw4 LQ f sus General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building 61- I 1- l 7 i RECORD COPY CHUCK Engineering Specialty Structural Encglnelerinq CBUCK, Inc. Certificate of Authorization u8064 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 RENJISION vILD SANFORD FpARTM Florida Building Code 5th Edition (2014) Per Rule 611320-3 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: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 L.. BUC%r Q v1GENSF• F,p No 31242 LU T'• STATE OF i F '•.fZORIOP'.. DIWaw Wed by: Uues L W WM. V.E. 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 i FL it: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineerinq Page Report No.: 25-104-MM2-St0RV-ER_14 SppclaWtj Structural EngineprIng CBUCK, Inc. Certificate of Authorization a8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent 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. 4 FL M FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No • 3 15-104- 7 MM2-StORV-ER 14 Sppdalty Structural Engineering CBUCK, Inc. Certificate o/Authorization #8064 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 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scone of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: 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'. ODtion for aaDlication 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 M QUA 1824). i FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 1SOf MM2-StORWER_14 Specialty Structural Englneerinq CBUCK, Inc. Certificate ofAuthorizotion #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance: Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Roof Cement: Type: Application Size: Standard: MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', Wand 10' 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 i FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Englneerinq Page Report No.: 55of0 MM2-StORV-ER 14 SpeclaIN Structural Englneerinq 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 FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 g Page Report No.: 16 of MM2 StORV-ER 14CBUCKEngineerin Speclalfiy Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i Profile Drawines 5-1/2" 12" 1 /81 18-1 /4" Y 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 Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 q Page Report No.: 7 of MM2 StORV-ER 14CBUCKEnginPprin SpcNclalty Structural Englnclerinq CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Nominal Lengths Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) d is ' r Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) CITY OF SANFORD L BUILDING E FIRE PREVENTION PERMIT APPLICATION Application No: Documented Coostruclioa VQluc: $ 11 i R r (DYE 1 nnS Historic, District: 0 No Job Address. "1 D J Residcntiys Commercial Pored ID: Type of Work: Ncnj. Addition Altd1rotioo Rcpnir O Demo 0 Change of Use Movc Description of Work: Tillc: Plan Nevlew Contact Perwe: Phone: Fox: Email: Property Owner Information Name Pbone• ideot of ppertl+! : Roro Street. C• y. Z•ntr 7Tr• Contractor Information Name STTJdd NaePbone. a421 CAI 9?'2 Street. InAl Sp,'.f''' e J — Fax: No.: City, State Zip. Gj rt4L•/' State License ArchitocUEnglncerInformation Name, Pbone. Street: Fax: City, St, Zip: E- mail Bonding Company: Mortgage Leader. A Address. ddress: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR vIMWC9MXNTMUSTBERAYING TWICE FOR ECORDED AND POSTED CE OF CO, RO EM I'T SITE BEFORE THE FIRYOUR PROPERTY.ST INSPECTION. IP YOU ugrZKD TO OBTAIN JOB FINANCING. CONSULTw-1 YOUR LENDER OR AN ATTORNEY BEFORE. RECORDING YOUR NOTICE OF COMMENCEMENT ApPliudoo li baeby Intl' W'bbb 0 preilt m dD tlK ran ald ioYaBOti'ax Orauld0r4 'h Ihu no raL or om011uie' aa+ oammorsd prior to dr ndl sl of 1 p6an 0nd art afl .h rill be pvfo r of JI brr Ica'Iw' j Wlmr'nion in dlr jurirdiclton 1 mdenl0'd IAr1 0 repanti permit m'u M neared fa datAcal rorY, pl'abb4 xIT'r, reB; p"b. fumscm bodem beaten, unkr. a'd Or coadlaanen,su. - - - PBC 103.) SMII b, laeenhd riD 10e d- J epoleadea nd d r eede b Merl o of Oel dele: Sa Edaba (1014) Fb is BNdbO CNe Nord Apol Of this pmnit. thue mey he ddriWnsl _Ojoiens epphuble b this propem dta —1 be iQ3=. In ddnioe b he cqu mums rd fRm oba spranmrnW rnatics sorb es w - oud m the public reeords of this cdan t e cmy n< I ruldniOrrsl; rnnie uyui nwaancm dburas, cute gcxi Arsepunee of permn is rairicnwn tIW I will nmrry dK o— or the property of the rWuirtmrnu olpbnde Vrn Uw, p$71). es nW of • plm renew fee Y the rime of puma wbmvtW A -" of ow'—"d nme d whmiud. The Ciry of senford requir wr N be mrrsidad tti wrnnd mowRWon velus of me job t b emd. is in Order b Cdculeb 80. R`^e"' eAYae ed wr 1 oonsmstion •due. llr< eeoul _nn Oeslga vdue wie be fipual b Orr wdR+ra offdseCurdeadremcrudsheacmepamr e000rdene+ wsA loed ordird— Slmuld . alit wrll be epplyd to Y_ P_. ke'hen be panna is laud unmor Ap'FIDAVII': 1 otion is accurate certifythatalloftheforegoingmformiendthat all work wi C. ll be done is compbonce with all applicable laws regulating construction an"Ding arp, ee.do...rAPr O nrewu. rwdeau^•rraae hiw Ow+d P1Ner ' 9^ dN 7 titi'b' m OwnerfAgmt is ' paauosny Krsowo to Me or - • produced ID _ Type ofm . l f IUL A DCb—A- Wjq)19 Do6' ff GgJ551707 FmUS Od00n 1S.f021 ContsactodAff b ly Known 19 F Produced m T BELOW IS FOR OFFICE USE 014 Mcchsniulp PNmhingp G-0 Rpofp . PermitsRequired: Building Elrcutral0 Flood Zoee: Occupaoty use: — Construction Type. N of Storlcr• ToW Sq Fi of Bldg: • Min. Occupenay Load: . plumbibE- N of Fu urn New Conslructiou. Electric - N of Amps - . F;rc Alarm Permit:' Yes 0' No Fire Sprinkler Permit: YCaO No N of Heads — UTILITIES• WASTEWATER: — APPROVALS: ZONING:— BUILDMG: ENGlNEERMG: FIRE: COMMENTS: r As/ i— DMDl1SDli CONTRACT d C'RIC AGREEMENT AGR 1 O/ 7 lOD NAMY: DATE:1112 017 n1ORNEBROOK oWPIFR OR M AGENT: o u+EM: ELECTRICAL CONTRACT R PRICINGPROPERTY TAYLOR MORRISON HOMES 2>zE: SMGLE FAMILY nU: ALL ELECTRIC AMBW: $01 A GrIlLMAN RD STE 10D : ORLANDO SARASOTA crwTT FL C81Qm' SANFORD FL WIRING PER 2011 NEC PE"IITTING FEES ARE NOT INCLUDED TEMPORARY HIIONGIII SUtNCT TO CHANGE WIMOUT RESERVATION so PRNG• AMNE AMP n IO BIRCH 150A 1S3t $ 0.750.00 varnv 9MA T.5R5 $6.t35.00 OA HEK 11 200A I,59t S 6.955.00 MANCIESTER 11 I I50A I 2.13E IS 6.955.00 REDWOOD I 150A I 1,S57 I S 4.950.00 WIDOW I 1SDA I 2.ou is 5,t35.00 CONTRACTOR/OWNER: - - DATE: - EDMONSON ELECTRIC: DATE: 1 % c 1 n%& calnoer Road • Tampa. FL 33613 • Hane (613)910.3a03.E+a•Itl 0•tS46 • w .EdmonsonEIecvic tom Tay I o r M o r r i s o n .,.Morrison. Orlando Division 2600 Lake Lucien Drive. Suite 350 M8111 FL 32751 Toll Free. 1166.520.3703 or Lacat 407.629 0077 11/30/2017 To whom It may concern, The purpose of this letter Is to notify the City of Sanford that Taylor Morrison has ended Its relationship with Miller Electric. The following homes we request the existing electrical permit Issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes. The homes listed below need to be trimmed and final Inspections called. We appreciate the City's assistance In expediting this change. please call me with any questions regarding this transfer. tot 241: 250 Merry Brook Or 17.1032 tot 242: 254 Merry Brook Or 17.2033 tot 243. 258 Merry Brook Or 17.1094 Lot 244. 262 Merry Brook Or 17.1085 Lot 245: 266 Merry Brook Or 17-1086 Lot 246:270 Merry Brook Cir 17.2087 Lot 247: 274 Merry Brook Or 17.1088 tot 248: 278 Merry Brook Or 17-2099 Lot 85: 455 Rocky Grove Lane 27.2885 Lot 86. 452 Rocky Grove Lane 17.2897 Lot 94: 407 Rocky Grove Lane 17-1943 Lot 289: 436 Rocky Grove Lane 27.1896 Lot 294: 416 Rocky Grove Lane 17.1907 Lot 295: 412 Rocky Grove Lane 17.1906 Lot 296: 408 Rocky Grove Lane 17-1889 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321.436.4487 1uym0-50o TaylorMaTMson 11 ilnq 'Anicdlr!t? www Iaylomronhon.cem