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Home My WebLink About3957 Night Heron Dr 18-4551 NEW SFH6r_ CITY OF SANFORD BUILDING & FIRE PREVENTION NOV 1'5 PERMIT APPLICATION 6 Application No: I k - LP I Documented Construction Value: $ 1294& 29( 346.95 Job Address: 3957 Night Heron Drive, Sanford, FL 32773 Historic District: Yes El No 0 Parcel ID: 17-20-31-502-0000-1960 Residential 0 Commercial 11 Type of Work: New 0 AdditionEl AlterationEl RepairEl DemoEl Change of UseEl Move El Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison — Title: Permitting Manager Phone: 407-529-3135 Fax: Name Street: City, State Zip: Email: mparkisone-parksquarehomes.com Property Owner Information Phone: Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Arch itect/Eng ineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 - Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5 th Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be 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. zlw Nk.\6-1B — Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's igotu of Notary -State of Florida Date PARKISONMicHELLE ' " ')" r Ic S te of Floridaa U -186 1ryPubl 1 5 efo Notary Publi state of Florida 0211# No" 5 , 2 Commission # GG 157861 vp Nov 5 2021CIre,, S4 r as4WW0 omm Owner/ N's 1,4n e oronoe9& Pro uced kk-ks-ls Signature ofContractor/Agent Date Vishaal Gupta, --- Print Contractor/ARAt's Name MICHELLE PARKISON ANotary Public - State of Florida sion # GG 157861WCoinunis My Comm. Expires Nov 5, 2021 Bunded itirough Nntic)nal NO(Iry Assn. Contractor Agent = Personally Known to Me or Produced ID _ Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building&f Electrical[e Mechanicala PlumbingR Gas[] Roofn Construction Type: Occupancy Use: Flood Zone: X-5eE h-t-rAU4eD Total Sq Ft of Bldg: Z. Min. Occupancy Load: # of Stories: 2- New Construction: Electric - # of Amps Fire Sprinkler Permit: YesF-1 No Z #of Heads APPROVALS: ZONING: 12.14, /0 15q UTILITIES: COMMENTS: ENGINEERING: t N-Zt- tZ-A;-kY FIRE: ok to construct single family home with setbacks and impervious area shown on plan. -rf3"-a, 21— q At -Ali - L0+1 V,474 1-4/Z, Plumbing - # of Fixtures Fire Alarm Permit: YesE] No [3 WASTE WATER: IBUILDING: Ie A " Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: k - Documented Construction Value: $ 132,550 Job Address: 3957 Night Heron Drive, Sanford, FL 32773 Historic District: Yes 0 No 0 Parcel ID: 17-20-31-502-0000-1960 Residential R Commercial D Type of Work: New 0 Addition 11 Alteration 11 RepairF] DemoEl Change of UseEl Move El Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Street: City, State Zip: Title: Permitting Manager Email: mparkison(cDparksquarehomes.com Property Owner Information Phone: Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Arch itect/E ng i neer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. V\Iymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Deba!y FL 32753 - Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 3 0, 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. I Jx Nk. s - 1B Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's Twt-ur/ o,fNotary-State ofFlorida Date MICHELLE PARKISON Not1rY Public - State of Florida 157861Commission # GG orrm. ir ,No%,5 2021 Qw--,a,to e orOwer/ Pro uce Signature of ontractor/Agent Date Vishaal Gupta,,------\ Print Contractor/Ag- Z"s Name AITI MICHELLE PARKISON Notary Public - Sto, e of Florida 4 Commission # GG 157861 li'JI '. V'y-F. My Comm. Expires Nov 5, 2021MyCornmI onded 111rougli Nntionni War/ Assn. BB,) n d Ld Contractor Agent i-- Personally Known to Me or2IS Produced ID Type of 11D BELOW IS FOR OFFICE USE ONLY Permits Required: Building n ElectricalF] Mechanical n Plumbing[] Gas[] Roof [] Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes F] No F] #of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes [] No [I UTILITIES: "')"KWASTE WATER: BUILDING: Revised: June 30,2015 Permit Application COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100009 BUILDING APPLICATION #: 18-10000908 BUILDING PERMIT NUMBER: 18-10000908 DATE: November 16, 2018 0 It.. -,K-/ 1Z UNIT ADDRESS: NIGHT HERON DRIVE 3957 17-20-31-502-0000-1960 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISES LLC ADDRESS: 5200 VINELAND ROAD STE 100 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3957 NIGHT HERON DRIVE / WYNDHAM PRESERVE / SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS C07WIDE ORD Single Family ROADS -COLLECTORS Housing 705.00 1.000 dwl unit 705.00 SinaleCFamily Nl, Housing 00 1.000 dwl unit 00 FIRE ES UE N/A LIBRARY CO -WIDE ORD 00 SinZle Family Housing 54.00 1.000 dwl unit 54.00 SCHOO S CO -WIDE ORD Single Family Housing 9,000.00 1.000 dwl unit 9,000.00 PARKS N/A 00 LAW ENFORCE N/A DRAINAGE N/A 00 00 AMOUNT DUE 9,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD IRVRESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDIi4G'PE 4IT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THEABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE , A 01 ' h Flood Zone Determination Request Form Name: Daphne Clark Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-257-6940 Fax: Email: parksquareCa)permitspermitspermits.com Property Address: 3957 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1960 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: FE-1 New structure 0 Existing Structure (pre-2007 FIRM adoption) F-1 Expansion/Addition E] 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) x1hSEON, M !:CTmlhqkaw- Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294009OF Map Date: Sept- 28, 2007 The referenced Flood Insurance Rate Map indicates the following: F-1 The parcel is in the: 0 floodplain Ofloodway F-1 A portion of the parcel is in the: 0 floodplain 0 floodway FE-1 The parcel is notinthe: Wfloodplain Ofloodway El The structure is in the: Ofloodplain F-Ifloodway 0 The structure is not in the: F- floodplain F-1 floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-4551 Reviewed by: Michael Cash, CFM Date: December 5, 2018 are, l) Alp Application for Paved Driveway, Sidewalk or I Q" Walkway Including Right -of -Way Use & A D; k+ f %A1 N —1877— a" 2%.QJJ "U " U -%J 0Y www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whars below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1 . Project Location/Address: "6,49, , 54-y 2. Proposed Activity: FRI Driveway El Walkway 7 Other: 3. Schedule of Work: Start Date Completion Date D Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application ted by: Property Owner Signature: — :0 Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehom.es.com Date:, \- \r,- 0) - Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shal I 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 installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities. stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. Ifthe Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, oremploy- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out ofor connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: cz--—?O 16 Date: November 2015 ROW Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: \k- k95 - I hereby name and appoint: an agent of- David Mercer Park Square Homes Narne ofCompany) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): El The specific permit and application for work located at: VVe\yQ_, -z C cd Street Address') Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this -5day of 2001_, by Vishaal Gupta who is Xpersonally known to me or o who has produced as identification and who did (did not) take an ath. S4gnre Notary Seal) MICHELLE PARKISON Notary Public State of F;orida zCorninsjorn # GG 157861 My Cornm. Expires Nov 5, 2021 Bonde(i iroqh National Nolar Rev. 08.12) Print or type name Notary Public - State of NA<iT 6 3_ Commission No. 2C-,, \r,-iFyo i My Commission E)Pires: \ - 6 -Al, RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 196 Tribeca B LHG Loft - W Builder Name: Park Square Homes i3UIL Street:'A-z'-N V- \ I I A 1' Permit Office: City of Sanford City, State, Zip: SIZfd , FIL , Permit Nurnber# 1 8 - 4 5 5 sA 'vp OP Owner: Park Square Homes Jurisdiction: 691500 0, Design Location: FL, Orlando County: Seminole (Floric 1. New construction or existing New (From Plans) 9. Wall Types (2693.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=1 1.0 1368.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1059.30 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 266.00 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Coiling Types (1202.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1202.00 ft2 6. Conditioned floor area above grade (ft2) 2087 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(211.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 a. U-Factor: Dbl, U=0.55 105. 00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 41.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 412.0.0 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.246 ft. Area Weighted Average SHGC: 0.235 14. Hot water systems a. Electric Cap: 50 gallons 8. FloorTypes (1986.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 927.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 784.00 ft2 None c. other (see details) R= 275.00 ft2 15. Credits Pstat Glass/Floor Area: 0.101 Total Proposed Modified Loads: 60.41 PASS Total Baseline Loads: 63.09 1 hereby certify that the plans and specifications covered by Review of the plans and vlE S7.4,2,, this calculation are in compliance with the Florida Energ y Digitally signedby bojan specifications covered by this S i 0 7 Code. Bojan Paukovic calculation indicates compliance Paukovic-1 Date: 2018.11.15 09:45:40 with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this buildi , as desig ed, is in compliance Florida Statutes. with the Florida Energ WF OWNER/AGE BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 11/15/2018 9:42 AM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 INPLIT SUMMARY CHECKLIST REPORT PROJECT Title: Lot 196 Tribeca B LHG Loft - Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2087 Lot # 196 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: Park Square Homes Rotate Angle: 90 Street: Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily TempVDesignLocationTMYSite97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL—ORLANDO—INTLAR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2087 19071 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1 st Floor 960 8928 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1127 10143 No 4 3 1 Yes Yes Yes FLOORS V# Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet I Raised Floor 2nd Floor ---- ---- 100 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 175 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 113.5 ft 0 927 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 784 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1344 ft2 300 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1202 ft2 N N 11 /15/2018 9:42 AM EnergyGaugeG USA Section R405.4.1 Compliant Software Page 2 of 5 P:r)PKA PAnr,-9nl7 IKIP1 IT q1 IRARAARV rHI=rKI I-qT PFPORT CEILING V# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1202 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowyItOrntTnW;;I1 T\tpp. Space R-\/;;I,ip Ft In Ft In Area R-Vqltip Frqrt'c)n AN nr Grgde% I N=>E Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261 .0 ft2 0 0.25 0.8 0 2 N=>E Exterior Concrete Block - I nt Insul 1 st Floor 4.1 29 0 9 4 270.7 ft2 0 0 0.8 0 3 E=>S Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0 4 E=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 42 0 9 4 392.0 ft2 0 0 0.8 0 5 S=>W Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0 6 S=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 9 6 9 4 88.7 ft2 0 0 0.8 0 7 W=>N Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0 8 W=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 33 0 9 4 308.0 ft2 0 0 0.8 0 9 NE Garage Frame - Wood 1 st Floor 11 28 6 9 4 266.0 ft2 0 0.25 0.8 0 DOORS V Ornt DoorType Space Storms U-Value Width Height Area Ft In Ft In 1 S=>W Insulated 1st Floor None 39 3 8 24 ft2 NE Wood 1 st Floor Norf 9= 1--.3-ft2- WINDOWS Orientation shown is the entered orientation (=>) changed to As Built (rotated 9 Wall OverhangVOrntIDFramePanesNFRCU-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n=>E 1 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 2 n=>E 1 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 n=>E 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 12 ft 4 in Drapes/blinds None 4 n=>E 2 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 8 ft 0 in 1 ft 4 in None None 5 e=>S 3 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 6 e=>S 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 e=>S 4 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 3 ft 0 in Drapes/blinds None 8 e=>S 4 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 12 ft 4 in Drapes/blinds None 9 s=>W 5 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 10 S=>W 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 11 s=>W 6 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 5 ft 4 in 4 ft 6 in Drapes/blinds None 12 w=>N 7 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 13 W=>N 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 11 /15/2018 9:42 AM EnergyGaugeg USA Section R405.4.1 Compliant Software Page 3 of 5 PnPhA PAnr)-9nl7 IMPII IT q1 IMMARY r.HFr.KLI-RT REPORT GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 394 ft2 394 ft2 54 ft 9.3 ft INFILTRATION Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000406 2224.9 122.15 229.71 .3773 7 HEATING SYSTEM y # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM y # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 41 kBtu/hr 1230 cfm 0.75 1 sys#1 HOT WATER SYSTEM y# System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 397.2 ft Attic 99.3 ft2 Prop. Leak Free 2nd Floor --- cfm 62.6 cf rn 0.03 0.50 1 1 11 /15/2018 9:42 AM EnergyGaugeg USA Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat: Y Ceiling Fans: g anCoollnJ Fe b Mar Apr Ma y Jun JU i Aug Sep Oct No, Dec Hea t g Jan F eb Mar Apr I MayI JunJXJ JUxl Augxl Sep1 0 No, Dec Venting Jan Feb X MarX Apr Ma y Jun Jul Aug Sep Oct X X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 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 66 126 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Main Name: Test Rater Rating Compant: Test Rater Signature: Date'. 11 /15/2018 9:42 AM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, PrescriEtive and ERI Methods Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. I SECTION R401 GENERAL F R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal enveloT)W 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 R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. F-1 R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 1 01/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 11/12/2018 9:44 AM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1 . Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1 006 of the Florida Building Code, Residential. F1 R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary e lectri c-res i stance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f),-(g) or (i),-Florida Statutes, to be "substantially leak free" in - accordance with Section R403.3.3. R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. El R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handier enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. F]R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105oF (41oC) or below 55*F (1 31C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including thatElcausedbysunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be inElaccordancewithSectionR403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 11/12/2018 9:44 AM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). Ej R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 1 OOOF to 140OF (380C to 60oC). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have autornatic-or gravity- dampers-t-hat close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: I The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3, If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AlRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY CFM/WATT) AIRFLOW RATE MAXiMUIV CFM) Range hoods Any 2.8 cf m/watt Any In -line fan Any 2.8 ctm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916 11 /1212018 9:44 AM EnergyGaugeg USA - FBC 6th Edition (2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1 Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Sectionr_1 R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 IkW of the designF requirements calculated according to the procedure selected in Section R403.7.1. R403.7 * 1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on anF-1 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. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50'F (1 01C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF (4.8oC). R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste- heat-recove ry pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 11 /12/2018 9:44 AM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 4 of 5 F-1 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatorgohe energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 11 /12/2018 9:44 AM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts R 6.0 2. Single-family or multiple -family 2. Single-fami y b) Return ducts R_ 6.0 c) AHU location Attic/Attic 3. No. of units (if multiple -family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 41.0 a) Split system SEER 16.0 5. Is this a worst case? (yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 2087 d) Room unit/PTAC EER e) Other 7. Windows, type and area a) U-f actor: (weighted average) 7a. 0.557 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.235 14. Heating system: Capacity___.;19.0 c) Area 7c. 211.0 a) Split system heat pump HSPF 9.0 b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-f actor: (weighted average) 8a. NA d) Gas furnace, natural gas AFUE b) Solar Heat Gain Coefficient (SHGC) 8b. NA e) Gas furnace, LPG AFUE f) Other 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. 11.0 15. Water heating system c) Concrete, raised (R-value) 9c. a) Electric resistance EF 0.90 b) Gas fired, natural gas EF 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior: d) Solar system with tank EF 1. Wood frame (Insulation R-value) 1 OA1. 11.0 e) Dedicated heat pump with tank EF 2. Masonry (Insulation R-value) 1 OA2. 4.1 f) Heat recovery unit HeatRec% B. Adjacent: g) Other 1. Wood frame (Insulation R-value) 10131. 11.0 2. Masonry (Insulation R-value) 10132. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 11 a. 30.0 b) Cross ventilation No b) Single assembly 11 b. c) Whole house fan No c) Knee walls/skylight walls 1 1c. d) Multizone cooling credit d) Radiant barrier installed 1 1d. No e) Multizone heating credit f) Programmable thermostat Yes Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT I certify that this home has complied with the Florida Building Code, Energy Conservation, 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 ba I stalled code compliant features. Builder Signature4/ 0 n0- Date: \CD Address of New Home: City/FL Zip: Sanford, FL 11 /15/2018 9:42:45 AM EnergyGauge@ USA 6.0.02 - RaRes2017 FBC 6th Edition (2017) Compliant Software Page I of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 196 Tribeca B LHG Loft - W Builder Name: Park Square Homes Street: Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 LLJ Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door iambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on Narrow cavities installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac Ds. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall P)(tpnri hphind pipina and wiring- Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids I between fir rink! aQy2LpJa= and wall or ceilings a. In addition, inspection of log wall sha 4 n p f ICC-400. 11/12/2018 9:45 AM EnergyGaugeS USA FBC 6th Edition (2017) Compliant Software Page 1 of I wrightsoft, Project Summary Job: Date: Lot-196TribecaBLI-1131-of 09/18/2017 Entire House By: LF/LM One Stop Cooling and Heating Plan: LHG 7225 Sardscove Cow, Winter Park, FL 32792 PhDre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolirg.00rn License: CAC032444 A For: Park Square Homes Sanford, FL Notes: I AVIONANJOYMMIJIMINWO 6TR"i K Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 74 OF Design TD 24 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 17643 Btuh Structure 17776 Btuh Ducts 2532 Btuh Ducts 6984 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh qonp) none) Humidification 0 Btuh Blower 0 Btuh Pipi9g 0 Btuh Equipment load 20175 Btuh Use manufacturer's data n Rate/swin mulNilier Equipmen 0.98 24166 BtuhInfiltrationsensieload Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3065 Btuh Ducts 1310 Btuh Central vent (0 cfm) 0 Btuh Heating coofin11 none) Area (ft2) 2079 207 uipmentEq latent load 4375 Btuh Volume(ft3) 18995 18995 Airchanges/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 28541 Btuh Equiv. AVF (cfm) 130 66 Req. total capacity at 0.75 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042Hl AHRI ref 7563302 Coil TEM6AOC42H41 ++TDR AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 47'F Latentcooling 10250 Btuh Temperature rise 0 IF Total cooling 41000 Btuh Actual air flow 0 Cfm Actual air flow 1367 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H20 Static pressure 0.50 in H20 Space thermostat Load sensible heat ratio 0.85 Capacity balance point 27 OF Calculations approved byACCAto meet all requirements of Manual J 8th Ed. vvr19hti-.c),ft' 2018-Nov-1 2 09:42:19 RigN-SLAe@ Uriversal 2018 18.0.31 RSU1 6877 Page I ACCA p\TEMP PRINTIot 196 Tribeca B LHG Loft- W.rLp Calc = MJ8 Frorft Door faces: W 1. Job: Lot 196 Tri beca B LH G Loft - WIrwrightsoft, Right-M Worksheet Date: 09/18/2017EntireHouse Bg LF/LM eOneStopCoolingandHeatingPan: LHG 7225 Saridscove Court, Wirler Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirg.com Licerise: CAC032444 1 Room name Entire House FOY 2 Exposedwall 265.5 ft 18.5 ft 3 Room height 9.1 ft d 9.3 ft heat/bool 4 Room dimensions 5.5 x 13.0 ft 5 Room area 2079.0 ft' 71.5 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuht-fl Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btu h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1213-0sw 0.097 n 2.31 2.89 261 227 524 655 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 30 0 393 0 0 0 0 4B5-2frn n 12.85 13.78 4 0 51 55 26 0 0 13A-4ocs 0.143 n 3.40 3.00 270 176 598 0 0 0 0 11 t::G" 4A5-2om 0.550 n 13.09 13.51 30 0 393 405 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 64 0 883 1025 0 0 0 0 VL 1213-0sw, 0.097 e 2.31 2B9 423 404 933 1166 0 0 0 0 4A5-2om.1,; e 12.85 29.73 0 51 119 0 0 0 0 4A5-2om 0.550 e 3.09 27.55 15 0 196 413 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 391 379 1289 1134 121 109 371 326 4135-21m 0.w e 12.85 29.73 8 0 103 238 8 0 103 238 4135-2frn O.W e 12.85 29.73 4 0 51 119 4 0 51 119 1213-0sw 0097 s, 2.31 2.89 261 234 5 40 675 0 0 0 0 4A5-2om 0.540- s' 12.85 13.78 12 12 154 165 0 0 0 0 4 -2omA5 0.550- s 13.09 13.72 15 12 196 206 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 88 58 199 175 51 27 92 81 4135-21m 0.540 s 12.85 13.78 6 6 77 83 0 0 0 0 11DO 0.390 s 9.28 12.54 24 24 223 301 24 24 223 301 1213-0sw 0.097 w 2.31 2.89 423 404 933 1166 0 0 0 0 4A5-2om 0.540 w 12.85 4 0 51 0 0 0 0 4A5-2om w, 27.55 15 O 196 413 0 0 0 W 13A-4ocs 0.143 w 13.09 3.40 3.00 307 307 1045 919 0 0 0 0 12C-0sw 0 .091 1.57 265 244 528 7 0 0 0 0lt-'D 11DO 0.390 n 9.28 12.54 21 21 198 267 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 1222 1222 931 2176 50 38 88 F 19A-Obscp- 0.295 2.64 2.06 100 100-- 264 206 0 J 0 0 0 F 19C-1 9csCp-, 0.049 0.40 0.32 175 175 71 55 0 0 0 0 22A-cp m 1.180, Z 7': 28.08 0.00 947 114 31'88 0 72 19 0 61 c) AED excursion 0 1 1 53 Envelope loss/gain 14258 13571 1397 1206 12 a) Infiltration 3384 1355 240 96 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 5 1150 0 0 Appliances/other 17001 0 Subtotal (lines 6 to 13) 17643 1 T776 16381 1303 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1638 1303 14 Subtotal 17643 1 T776 0 0 15 Ductloads 1 1 % 39% 25321 6984 14% 39% 0 Total room load 1 20175 24760 0 0 Air required (cfm) 01 13671 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J8th Ed. 201 8-Nov-1 2 09.42:19 Right-Sulte@ Universal 2018 18.0.31 RSU1 6877 Page 1 4CC P, ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W wrightsoft, Right-JO Worksheet Job: Lot 196 Tribeca B LHG Loft - W Entire House Date: 09/18/2017 M: LF/LM zOneStopCoolingandHeatingPan: LHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name HALL MBED 2 Exposed wall 3.5 ft 26.5 ft 3 Room height 9.0 ft heaV000l 9.0 ft heaVoDol 4 Room dimensions 1.0 x 153.3 ft 1.0 x 181.3 ft 5 Room area 153.3 ft2 181.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load number Btuh4r--F) Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 135 105 242 303 4A5-2om 0.550 6 13.09 13,51 0 0 0 0 30 0 393 405 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 T-G 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 239 0 12B-Os v 0.097 e' 2.89 32, 32 73 91 104 104 299 4A5-2om 0.540 e 2.31 12.85 29.73 0 0 0 N 0 0 0 G 4A5-2om 0.550 e 13.09 27.55 0 0 O 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4135-21m 0.540 e 12.85 29.73 0 0 0 0 0 0 0 12B-Osw 0.097 s 2.31 2.89 0 0 0 0 0 0' 0 0 0 4A5-2om 0.540 12.85 1 3.78 0 0 0 0 0 0 0 0 4A5-2orn 0.550 s, S, 3.09 13.72 0 0 0 0 0 0 0 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 1::: 13A-4ocs G 4135-21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 2B1 Osw 0.097 w, 2.31 2.89 0 0 0 o o 0 b 0 4A5-2om 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om w 13.09 27.55 0, 0 0 0 0 0 0 W 13A-Zlo 0.550 0.1 3 w'- 3.40 3.00 0 0 0 0 0 0 0 0 PL 001 217 1.57 0 0 0 0 0 0 0 D 12C-O 1 1 DO 0.390 n 9.28 12-54 0 0 0 0 0 O- 0 0 I C 16B-30ad 0.032 0.76 1.718 153 f53 117 273 181 181 138 323 F, 1 9A-Obscp-, 0. 952 2.4 2.06 0 0 o o o o, b 0 F 19C-19cscp 0.049 0.40 0.32 23 23 9 7 0 0- 0 0 CIDm 1.180 28.08 0.00 0 0 0 O j, 0 0 0 0 5v 6 c) AED excursion 91 45 Envelope loss/gain 199 362 1012 1285 12 a) Infiltration 44 18 333 133 b) Room ventlation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 2 460 Applianoes/other 0 0 Subtotal (lines 6 to 13) 243 3791 1345 1878 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 243 379 16 25 14 Subtotal 0 0 1361 1903 15 Dudloads 14% 39% 0 0 14%1 39%1 1951 Total room load 0 0 1 1 1557 2651 Air required (cfm) 01 01 O 146_ Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2018-Nov-1 2 09:42:19 Rigli-Suite@Uriversal2Ol8l8.O.31 RSU16877 Page 2 p\TEMP PRIN-RLot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W j . Job: Lot 196 Tri beca B LH G Loft - W wrightsoft, Right-JO Worksheet Date: 09/18/2017 Entire House B - LF/LM One Stop Cooling and Heating 2an: LHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmStopCooling.com License: CAC032444 1 Room name IvUTH VTOI 2 E)posedwall 5.5 ft 3.5 ft 3 Room height 9.0 It heat/dool 9.0 It heaV000l 4 Room dimensions 1.0 x 81.8 It 1.0 x 17.3 It 5 Room area 81.8 ft2 17.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuftft--F) Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-O'svv';-' 0.097 n 31 2.89 50 114 143 32 28 63 7 4A5 -20-M 0.550 n 13.09 13.51 0 0 0 0 0-"' 0 0E:2 4B5-2fm, 0.540 n . 12.85 13.78 0 0, 0 0 4 0 51 55 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 1213-0 N 0.097 e. 2.31 2.89 0 0 0 0 0 0 0 4A5-2om.1 0.5-40 e 29.73 0 0'"', 0- 0 0 0 0 0.550 e 13.09 27.55 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 12B-09N-'' 0.097 s 112.31 2.8 9 0 0 0 0 0 0 o T" 0 G 4M 2om 0 ' 540 s 12 ' 85 13.78 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.72 0 0 0, 0 0 0 1_0 0G 0.143 s 3.44D 3.00 0 0 0 0 0 0 0 0 T:::13A-4ocs G 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D, 11DO 0.390 s 928 12.54 0 0 0 0 0 1213-"Os 0.097 W' 2.31 2.89 0 0 0 0 0 0 0 0 G 4A5-2om, - 0.540 w-' 12.85 29.73 0 0 0 0 0 0 0 0 4M-2orn- 0.550 w, I", l 3.0 9 27.55 0 0 0 0 b 0 P 0 0 w I'll, - 13A-4ocs I I 0.143 w 3.40 I 3.00 0 0 0 PL D 2c-bsw 7, 7 0.091 J 2.17 157 0 0 o 0 0 0 0 0 11DO- 1 390 rf- 9.28 12.54 0 0 0, 0 0 0 0 0 C 613-.36ad 0.032 0.76 11.178 82 82 62 146 17 3 31 19A-0bscp 0.295 2.64 2.06 43 I 113 88 1'7 7 45 36 F 19C-19cs v 0.049 0.40 0.32 0 0 0 0 0 0 0 0 22A-cpm 1.180 28.68 0.00 0 0 o 0", 0 0 Q 0 7', 6 e) AED excursion 10 5. Envelope loss/gain 289 3671 174 196, 12 a) Infiltration 69 28 44 18 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 AppliancesVother 0 0 Subtotal (lines 6 to 13) 358 395 2181 213 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 358 395 218 213 15 Ductloads 14% 39% 51 155 14%1 39% 31 84 Total room load 410 550 1 249 297 Air required (cfm) 01 301 01 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Nov-1 2 09:42:19 Rig11-SAe6 Unversal 2018 18.0.31 RSU1 6877 Page 3 Al0ffk p\TEMP PRINTIot 196 Tribeca B LHG Loft- W.rulo Calc = MJ8 Front Door faces: W CL wrightsoft' Right-JO Worksheet Job: Lot 196 Tribeca B LHG Loft - W rF Date: 09/18/2017 Entire House M: LF/LM zOneStopCoolingandHeatingPan: LHG 7225 Sandscove Coal, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCooling.com License: CAC032444 1 Room name MVIC LOFT 2 Exposed wall 16.0 It 11.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 5.0 x 11.0 ft 14.0 x 11.0 ft 5 Room area 55.0 fF 154.0 ft2 Ty Construclion U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh4P--F) Btu h/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 12B-0sVV 6.b97 n' 9.31 2.89 45 45 104 130 o 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0, 0 0 0 4 -2fm--:' B5 0.540 12. 58 1 3.78 0 0 0 0 0 0 0 0 V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 1. 1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 o 0 12B-0SN 0.09 7 e 2.31 2.89 0 0 o o o b 0 4A5-2om', O.W e', 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2onn 0.550 e 13.09 27.55 0 0 01 0 O 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2fm O.W e 12.85 29.73 0 0 0 0 0 0 0 0 4B5-2fm e 12.85 29.73 0 0 0 0 0 o 0 G 12B-'0sN- 0-697 4 s" 2.311 2.89 0 0 0 0 0 0 0 4A5-20m Y 0.540 s 12.85 13.78 0 1' 0 0 0 0 0 0 0 4A572om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 I 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 01 0 12B-bsw,, 0.0 7 Zw 2.31 89 99 229 286 99 84 194 242 4A5-26m' 0.540 w 12.85 29.73 99 0 0 0 0 0 0 0 0 P.550 w 13.09 72 .55 0 0 0 0 15 0 11 916 413 w 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 12C-bsv 0091 2 ' 17 1.57 0 0 0 o 0 0 0 11bo 0.390 9.28 12. 54 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 55 55 42 98 154 154 117 274 F I 9A-Obscp"' 0.295 2.64 2.06 40 4o 106 82 0- 0 F 19C-19csco 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-opm 1.180.,--- M08 0.00 J 0 0 0 0- 0 0 0 0 7 6 c) AED excursion 16 144 Envelope loss/gain 480 580 508 1074 12 a) Infiltration 201 80 138 55 b) Room ventilation 0 0. 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 1 1 0 lines 6 to 13) 681 660 6461 1359 Less external load 0 0 0 01SubtotalLesstransfer0000 Redistribution 0 0 74 116 4 Subtotal 681 660 720 1475 Ductloads 149/61 39-/.j 98 259 14% 39% 103 5791 Total room load 1 79 9201 8 3 2054 Air required (cfm) 0 511 1 01 113 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Nov-12 09.42:19 Right-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 4 A55K p\TEMP PRIN-RI-ot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W A - Job: Lot 196 Tri beca B LH G Loft - W PfF wrightsoft, Right-JO Worksheet Date: 09/18/2017 Entire House M: LF/LM zOneStopCoolingandHeatingPan: LHG 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.rom License: CAC032444 1 Room name BED2 1 2 Exposed %ell 13.0 It 0 ft 3 Room height 9.0 If heaVcool 9.0 It heat/cool 4 Room dimensions 1.0 x 135B It 5.5 x 3.0 It 5 Room area 135.8 R2 16.5 it' Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load number Btu"--F) Btjh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V[-::, G 1213-0 0.097 n 2.31 2.89 0 0 0 0 0 0 0 4A5-2sowm 0.550 n' 13.09 13.51 0 0 0 0 0 0 0 0 G 0.540 n, 12.85 13,78 0 0 0 0 0 01 0 0 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 T 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0.097 e 2.31 2.89 117 102 235 0 0 0 0 T:::G 4A5-2orn 0.540 e 29.73 01 0 0 0 0 0 0 0 G 4A!5 2om' 0.550 13.09 27.55 15 0 196,- 413 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4B5-2fM 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 1213-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 4M 2orn O.W S, 12.85 13. 78 0 0 0 0 0 0 b 0 4A5 2om_' 0.550 s, 13.09 13.72 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 T:::DG 4135-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 41 1213-b6k 0.d97 w 2.31 2.89 0 0 0 0 0 0 0 0 0 L -r 4A5-2orn 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 E 4A5 -2orn 0.550 w 13.09 27.55 0 0 0 j 0 0 0 0 VV 1 A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 b 12C-06k' 0.091 2117 1 57 0", 0 0 0 0"', 0 0 11DO O.390 h 9'28 12.54 0 0 0 o 0 0, 0 0 C 1613-30ad 0.032 7 0.76 1.78 136 136 103 242 17 17 0 13 F 11 1 '' I 1 11'; I - 19A-Obscp 0295 2.64 2.b6',, 11 1 , 0 0 0 0 0 0 F 19C-19c' 0.049 0.40 0.32 0 0 0 0 0 0 0 M22A-'cp' 1.180 28.08 0.00 J, 0 0 , 0 0 0 0 b 7- "A 0 2 6 c) AED excursion 52 Envelope loss/gain 535 1001 13 29 12 a) Infiltraton 163 65 0 0 b) Room ventilation 0 0. 0. 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 699 1296 1 13 29 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 49 85 13 29 14 Subtotal 747 1381 0 0 15 Ductloads 1 14%1 39%1 107 543 141% 39%1 01 0 Total room load I I 1 855 19124 1 0 0 Air required (drn) 0 1 061 0 0 Calcu I ations approved by ACCA to m eet al I requ i rem ents of M an ual J 8th Ed. rw 2018-Nov-1 2 09:42:19 Rigft-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 5 p\TEMP PRIN RI-ot 196 TribeGa B LHG Loft - W.np Calc = MJ8 Front Door faces: W j . Job: Lot 196 Tribeca B LHIG Loft - W Pf:F wrightsoft, Right-JO Worksheet Date: 09/18/2017 Entire House M: LF/LM eOneStopCoolingandHeatingPan: LIHG 7225 Sandscove Court, Winter Park, FL. 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 1 Room name LAU N BTH2 2 Exposedwall 14.5 It 6.0 ft 3 Room height 9.0 ft heaVcool 9.0 ft heat/cool 4 Room dimensions 6.0 x 8.5 ft 6.0 x 6.0 ft 5 Room area 51.0 fIQ 36.0 ft2 Ty Construction U-value or HTM Area (ft) Load Area 011) Load number BtuMF--F) Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V, 1213-0svv, 0.097 n 2.31 2.89 0 0 0 0 0 0 0 4A5-2om', 0.550 ' n l 3.09 13.51 0 0 0 0 0 0 0 0L,G 4135-2frn 0.540 _n 12.85 13.78 0 0 0 0 0 0 0 V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 1213-0sw 0.097 2.31 2.89 77 73 167 209 0 0 0 4A5-2om 0.540 'e 12.85 29.73, 4 0 51 119 0 0 0 4A572om 0.550 e, 13.09 27,55 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-21m 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 V9 1213-0SN' 01.697 S 2.31 2.89 54 54 125 15 6 0 0 0 0 L-GG 4A5-2 07 0.5 1 40 -s 12.85 13.78 0 0 0 0 0 0 0 0 4A5-20m", 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 L13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 G 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0 1213-0sw 0.097 'w' 2.31 289 0 0 0 0 54 54 126 156 4A5-2om 0.540 w, 12.85 9.73 0 0 0' J 0 0 0 0 0 4A5-2om 0.550 W, 27.55 0 0 0 0 0 0 0 0 V' 13A--4ocs 0.143 w 13.09 3.40 3.00 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.17 1.87 , 0 0 0 0 0 0 0LD11DO0.390 928 12.54 0- 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 51 51 39 91 36 36 27 64 F7, 19 A-Obscp 0295 2.64 06 0 0 0 0 0 0 0 0 F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 71, 22A 7 28.08 0.00 0 0 a, 0 0' 0 0 0 7, 7" 7 6 c) AED excursion 0 6 Envelope loss/gain 382 575 152 214 12 a) Infiltration 182 73 75 30 b) Roomventilation 0 0 0. 04" 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 500 0 Subtotal (lines 6 to 13) 565 1148 2271 244 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 548 594 28 43 14 Subtotal 11 12 I 1742 255 288 5115 Ductloads 14% 39% 1 60 685 14%1 39% 37 113 0TotalroomI ad 1272 2427 292 401 Air required (cm) 01 134 01 22 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fi- 2018-Nov-1 2 09.42:19 Ri g ht- S uiteg U rive rsal 2 018 18.0.31 RS U 168 77 Page 6 p\TEMP PRINTLot 196 Tribeca B LHG Loft - W.rup Cale = MJ8 Front Door faoes: W wrightsoft, Right-M Worksheet Job: Lot 196 Tri beca B LH G Loft - W Entire House Date: 09/18/2017 LF/LM One Stop Cooling and Heating BP a n: LHG 7225 Saridscove Court, Wi ter Park, FL 32792 P hone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwvv.OreStopCoolirxj.com Lice rise: CAC032444 1 Room name T012 BED4 2 Exposedvell 6.0 ft 36.0 ft 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 6.0 x 6.0 ft 1.0 x 146.3 ff 5 Room area 36.0 fI2 146.3 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load number BtuM!L0q Btuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1213-0sw 0.097 n-- 2.31 2.89 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 n- 13.09 13.51 0 0 0 0 0 0 0 1 4135-2fr. 01540 n 12.85 13.78 0 0 0 0 0 0 0 0 1 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 1 4A5-2am 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd n 13.80 16.02 0 0 0 0 0 0 0 0 1213--O k' 10.580 0.097 2.31 2.89 0 0 0 0 95" 95 2'18 273 t' 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om,-' 0.550 13.09 27.55 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4135-2frn 0.540 o 12.85 29.73 0 0 0 0 0 0 98 0 0 VL 12B-Osw,,,,, 0.097 s 2.31 0 0 0 0 113 225 281 4A5-26m 6.40 s" 12.85 13.78 0 0 0 0 0 0 0 0 4A5-2om, 0.550,_ s 13.09 13.72 0-, 0 0 0 15 12 196 206 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 T::: 13A-4ocs G 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0 1212-Osvv 0.097 w 2.31 2.89 54 50 144 117 117 338 T 4A5-2om 0.540 w, 12.85 29.73 4'j 0 51 119 0 0 0 0 4A5-2om,,.,, 0.550 w 13.09 27.55 0 0 0 0 0 0 0 W 13A-46cs' 0.143 w 3.40 3.00 0 0 0 0 0 0 0 PL ' 12C-'O* 0.091 2.17 1.57 0 0 0 0 0 0 0 0 D 0.390 n 9.28 12.54 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 36 36 27 64 146 146 11,11 F f9A-Ob# 0.295 2.64 2.06 0 0' 0 0 0 0 0 F 19C-19= 0.049 0.40 6 6 2 2 146 59 2?A-cpm 1.180 28.08 10.32 0.00 0 0 o 0 0 0 0 0 61 c) AED excursion 1 45 40 Envelope loss/gain 197 374 1080 1364 12 a) Infiltration 75 30 452 181 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 272 4041 1533 1 T75 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 28 43 42 65 14 Subtotal 300 447 1574 1841 15 Ductloads 140/6 391/6 43 176 149/6 39%1 2261 7231 Total room load 3 623 18001 2564 Air required (cfm) 0 341 0 142 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fia- 2018-Nov-1209.42:19 Rig [I -Suite@ Unversal 2018 18.0.31 RS U1 6877 Page 7 p\TEMP PRlNT\Lot 196 Tribeca B LHG Loft - W.rup Calc = MJ8 Front Door faces: W AL Job: Lot 196 Tri beca B LH G Loft - W rF wrightsoft, Right-JO Worksheet Date: 09/18/2017 Entire House R: LF/LIVI 2OneStopCoolingandHeatingPan: LIHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name STR2 DIN 2 Exposedwall 10.5 ft 23.0 It 3 Room height 9.0 It heaVoDol 9.3 It heaVoDol 4 Room dimensions 1.0 x 68.0 It 12.5 x 10.5 ft 5 Room area 68.0 ft' 131.3 It' Ty Construdon U-value Or HTIVI Area (ft) Load Area (ft2) Load number Btufvft--F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V[ 1213-'O vV' 0.097 ri 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om' 0.550 n 13.09 13.51 0 0 0 01 0 0 0 0 4135-2fm O.W n" 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs; 0.143 n 3.40 3.00 0 0 0 0 116 52 178 157 1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2o md 0.580 n 13.80 1 6.02 0 0 0 0 64 0 883 1025 VL 12B-0sw 0.097 a 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 e 12.85 29.73 27'55 0 0 0 0- 0 0 0 0 4A5-2om 0.550 e- 13.09 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4B5-2fm e 12.85 29.73 0 0 0 0 0 0 0 0 1213-0sw s.' 2.31 2.89 95 83 190 238 0 0 0 0 4Mm2om' 0.540 s 12.85 13.78 12 12 154 165 0 0 0 0 4A5-2om s, 13.09 13.72 0 0 0 0 0 10 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5-2hn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 D 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0 1213-0sw, 0.097 w, 2.31 2.89 0 0 0 0 0 0 0 0 4A5-20m 0.540 w 12.85 29.73 0 0 0 0 4A5-2om 0.550 w, 13.09 27.55 0 0 0 0 0 0 0 0 W 3k-486s 0. 143 w 3.40 3.00 0 0 0 0 98 9 332 PL 12C]Osw, 0.091 2.17 157 0 0 0 0 0 0 0 0 D 11M 0.390 n, 9.2 8 12*54 0 0 0 0, j : 0 0, c 1613-30ad 0.032 0.76 1.78 68 68 52 121 0 0 0 0 F 1'9k-Obsc' p_- 0295 2.64 2.66 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 0.32 0 0 0 0 0 0 0 646 0 F- 22A-cPm 1.180 28.08 0.00 0 0 0 0 131 23 0 7, 7 6 c) AED excursion -141 -38 Envelope loss/gain 1 396 5111 1 2040 1437 121 a) Infiltration 132 53 2991 120 b) Room ventlation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 0 0 Subtotal (lines 6 to 13) 528 564 2338 1556 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 528 564 0 0 14 Subtotal 0 0 2338 1556 15 Ductloads 14-/.l 39%1 0 0 14%] 39%1 3361 611 Total room load 0 0 1 26741 2168 Air required (cfm) 0 0 Calculations aDDroved bvACCA to meet all requirements of Manual J 8th Ed rw 1 2018-Nov-1 2 09:42:19 Rig[I-Suite@ Universal 2018 1U.31 RSU1 6877 Page 8 ACCK ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft - W.rup Calc = MJ8 Front Door faces: W j . Job: Lot 196 Tribeca B LHG Loft - W FfF wrightsoft, Right-M Worksheet Date: 09/18/2017 Entire House It LF/LM zOneStopCoolingandHeatingPan: LHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OrieStopCoolirig.com License: CAC032444 1 Room name GATH KIT 2 Exposed wall 53.5 It 14.5 ft 3 Room height 9.3 ft heaV000ll 9.3 It heaVccol 4 Room dimensions 1.0 x 405.0 it 1.0 x 230.8 ft 5 Room area 405.0 it' 230.8 IF Ty Conshruclion U-value or HTM Area (ft2) Load Area (ft2) Load number 13tuh/ftL09 Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1213-0sw 0 ' 097 n' 2.31 89 0 U 0 0 0 0 0 4A5-2om 0.550 n: 13.09 3.51113.78 0 0 0 0 0 0 0 0 4 -2fmB5 0.540 n' 12.85 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 3.40 3.00 153 123 420 370 0 0 0 0 1 4A5-2om 0.550 n 13.09 13.51 30 0 393 405 0 0 0 0 G 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 12B-0sw - 0.097 e 2.31 289 0 0 0 0 0 0 G 4A5m2o M' 0.540 e 12.85 29.73 0 0 0 0 0 0 4A5-2om- 1 0,550 e'- 13.09 27.55 0 0 0 0 0 o 13A-4ocs 0.143 e 3.40 3.00 270 270 918 808 0 0 0 0 4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 o 0 1213-0sw 0.097 s 2.31 2.89' 0' 1 0 0 0 0 0 0 4A5-2om 0.540 s 12.85 13.78 0 0 0 0- 0 0 0T7GG4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 L13A- 4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 G 4135-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0D 12E-O 0.097 w 2.89 0 0 0 0 0, 0 0 0 0 4A5-20m, - 0.540 12-85 29.73 0 0 0 0 0 0 0 Lj 4A5-2om, 0.550 yv,,, 13.09 27.55, 1 01 0 0 1, 0 1- 0 0 0 W ' 12A 4n 0.143 w 74 7014 531' 223 135 1351 459 404 16B-30ad 0.032 0.76 1.78 0, 0 0 0 0 0 0 F_ 19A-0bscp,--', 0.295 7 L64 2.06 e-,O 0 0 0 0 T'"j _ 0' 0 o F 19C-19csc0 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22 11.180 28.08 0.00 4 405 54 Z 1502 O 231 15 407 0 71i T 6 c) AED excursion 49 47 Envelope loss/gain 3486 1757 1149 686 12 a) Infiltraton 695 278 188 75 b) Room ventilation 0 0. 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 4181 2035 1337 1961 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 661 168 119 14 Subtotal 4842 2 571 1505 2080 15 Duct loads 14% 39% 695 1005 3Tj__ 216 817 Total room load 1 5537 35621 1 17211 2897 Air required (dm) 0 197 01 160 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. F$&- 2018-Nov-1 2 09:42:19 Right-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 9 p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W wrightsoft, Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirg.com License: CAC032444 Job: Lot 196 Tribeca B LHG Loft - W Date: 09/18/2017 M: LF/LM P ean: LHG 1 Room name STR1 PWDR 2 Exposed veil 0 It 4.0 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 17.0 x 4.0 It 4.5 x 9.0 It 5 Room area 68.0 ff2 40.5 R2 Ty Conshruction U-value Or HTM Area (ft2) Load Area 02) Load number BtuhM2--F) BtuW) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL21213-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 1. 1 G 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0 12B-0sN 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2onn 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 t::: 13A-4ocs G 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 G 4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 12B-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 VL213A-4ocs 0.143 s 3.40 3.00 0 0 0 0 37 31 106 93 4135-2fm 0.540 s 12.85 13.78 0 0 0 0 6 6 77 83 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0 12B-Osvv 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2onn 0.540 w 12B5 29.73 0 0 0 0 0 0 0 0 4A5-2onn 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 W 13A-4 CS 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 R-- L-D 12C-Osw 0.091 2.17 1.57 116 116 252 182 88 88 101 139 11DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 0 0 0 0 41 41 31 72 F 19A-Obscp 0-295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-cpm, 1,180 28.08 0.00 68 0 0 0 41 112 0 6 c) AED excursion 4 10 Envelope loss/ga:in 252 178 518 377 12 a) Infiltration 0 0 52 21 b) Room venblation 0 0 0 0 13 Internal gains: Occuipants@ 230 0 0 01 0 Appliancestother 1 0 1 01 Subtotal (lines 6 to 13) 252 178 570 398 Less external load 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 252 178 1061 840 14 Subtotal 0 0 1631 1238 15 Ductioads 1 1 0 39% 0 0 14% 39% 234 486 TotFJ room load 0 0 1865 1725 Air required (cm) 0 0 0 95 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Rig1ht-SJte@ Uriversal 2018 18.0.31 RSU1 6877 Page 10 Q= lqftt:Vcl 2018-Nov-1 2 09.42:19 Ae;tk ... . . .... ...... - W.rupp\TEMP PRINT\Lot 196 Tribeca B LHG Loft Calc = MJ8 Front Door faces: W wrightsofte Duct System Summary Job: Date: Lot 196 Tribeca B LHG Lof 09/18/2017 Entire House By: LIFILM One Stop Cooling and Heating Plan: LHG 7225 Sardscove court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: mwOneStopCooling.corn Lirense: CAC032444 For: Park Square Homes Sanford, FL External static pressure Pressurelosses Available static pressure Supply/ return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H20 0.16 in H20 0.34 in H20 0.243 /0.097 in H20 0.145 in/100ft 0 cfm 234 ft Cooling 0.50 in H20 0.16 in H20 0.34 in H20 0.243 /0.097 in H20 0.145 in/100ft 1367 cfm T 7- 'U Su p ly. IF` NeWt" hch it, ANBra '' p6ta iT wig, Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) HxW i n) Duct Matl Actual Ln (ft) Ftg.Eqv Ln (ft) Trunk BED2 G 1924 0 106 0.203 6.0 Ox 0 A Fx 14.5 105.0 st2 BED4 c 2564 0 142 0.190 7.0 Ox 0 M Fx 23.0 105.0 st2 BTI-12 c 401 0 22 0.203 4.0 Ox 0 A Fx 14.5 105.0 st2 DIN c 2168 0 120 0.184 8.0 Ox 0 A Fx 26.6 105.0 SO GATH c 1781 0 98 0.186 7.0 Ox 0 A Fx 20.7 110.0 sti GATH-A c 1781 0 98 0.179 7.0 Ox 0 11 Fx 5.6 110.0 sti KIT c 2897 0 160 0.199 7.0 Ox 0 AFx 17.0 105.0 sti LAUN c 2427 0 134 0.198 6.0 Ox 0 11 Fx 17.7 105.0 st2 LOFT c 2054 0 113 0.207 6.0 Ox 0 11 Fx 12.3 105.0 st2 VIBED c 2651 0 146 0.145 8.0 Ox 0 AFx 37.2 130.0 st3 MBTH c 550 0 30 0.153 4.0 Ox 0 A Fx 28.9 130.0 st3 MTOI c 297 0 16 0.151 4.0 Ox 0 AFx 30.5 130.0 st3 MWIC c 920 0 51 0.156 4.0 Ox 0 AFx 30.5 125.0 st3 PWDR c 1725 0 95 0.188 4.0 Ox 0 A Fx 19.0 110.0 sti T012 c 623 1 0 1 34 1 0.199 1 4.0 1 Ox 0 A Fx 1 17.0 1 105.0 1 st2 t up p [y,'; T-6byUhkDUMUY Trunk Htg Clg Design Veloc Diam HxW Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk sti PeakAVF 0 571 0.179 534 14.0 0 x 0 VinlFlx st3 PeakAVF 0 244 0.145 552 9.0 0 x 0 VinIFIx st2 st2 PeakAVF 0 795 0.145 744 14.0 0 x 0 VinlFlx wrightsoft, 2018-Nov-1 2 09:42:21 Rig It -Suite@ Universal 2018 18.0.31 RS U 16877 Page I AC,(>, ...p\TEMP PRIN-RLot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door fams: W Grille Htg CIg TEL Design Veloc Diam HxW Stud/Joist Duct Name Size (in) Cfm) Cfm) ft) FR fprn) in) i n) Opening (in) Matl Trunk rb4 Ox 0 0 106 51.7 0.188 397 7.0 Ox 0 A Fx rb3 Ox 0 0 455 60.0 0.162 835 10.0 Ox 0 A Fx rt-I rbl Ox 0 0 805 67.0 0.145 577 16.0 Ox 0 VII Fx rtl Name Trunk Type Htg Cfm) CIg Cfm) Design F R Veloc fpm) Diam in) HxW in) Duct Material Trunk r1i PeakAVF 0 1260 0.145 578 20.0 0 x 0 VinlFIx wrightsoft, 2018-Nov-1 2 09:42:21 Rig ht-SuiteSUnversal 2018 18.0.31 RSU16877 Page 2 ACC*. ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft - W.rLp Calc = MJ8 Front Door faces: W wrightsofte Static Pressure and Friction Rate Job: Lot1961firibecaBLI-IGI-of Date: 09/18/2017 Entire House By. LF/LM One Stop Cooling and Heating Plan: LHG 7225 Sandscove GoLrt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 For: Park Square Homes Sanford, FL Heating Cooling in H20) in H20) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total length 167 67 Total effective length 234 il 1p, 'M I INZIMMM M Heating Cooling i n/1 00ft) (i n/1 00ft) Supply Ducts 0.145 OK 0.145 OK Return Ducts 0.145 OK 0.145 OK uffi epw Leggl. Supply 4X=35, 11 A=20, 11 G=5, 11 G=51 11 A=20, 11 G=5, 1 A--35, 11 G=5: Total EL=1 30 Return 6M=20,6A1=10, 5E1=10, 11G=5, 11G=5: TotalEL=50 wrightsoft, 2018-Nov-1 2 0942,21 Rig[I-SLite@ Uriversal 2018 18.0.31 RSU1 6877 Page 1 CCA p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rLp Calc = MJ8 Front Door faces: W 0 Level 1 A 1 OX" 10 - 1OX10-2 98 cfrhW98CfMG 7" 7" DIN GATH HMO- AF 120 cfm 1 0X8 160 cfm 7" 8" L rojAwF ,LMFI'15 Sup Riser 72 I LO 14 FBB2 KIT1z AF7P- F1 FT AFAi2h47FF, rA GF1k1VP STR1, T FOY A/C-1S3 5 NTo P GF1 8X4 Pwp 16.0 EER H. . 95 cfm 4 1,` AF EF1 VrW L N-J GARAGE' WP EF1 50 CF.IoFan i --EF-2-80-CFWFan EF3 110 CFM Fan EFL1 5b CFM Fan EFL2 =/80 CFM Fan E F9/- 110 CFM Fan VTR = Vent to Roof VTW=VenttoWall 0 DV Dryer Vent RV Range Vent Lineset Chase Condensate Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box Job#: Lot 196 TO beca B LHG Loft - W Performed by LF/LM for: ParkSquare HomesISanford, FL One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 :98 Page 1 Right-Suite(D Universal 2018 18.0.11 RSU16202 2018-Apr-11 11:5141 Level 2 16 cfm BTHTOI 5AF fOPT-1 PRE WIRE CLG. FA91LITE wic 8X4 4" 30 rfrn MBED J; SRB1 f 1OX10-1 8" 146 cfm i0xib, 1 OX61 113 cfm 30X18 805 ch BED2 OPT) PRENARIL I PT PRE1WIkEI G FAMU TE 19 FANkrrE 06qV11 LOFT OXC0 8X4 2j kfrn 20 4 P/ BTH2 14!%F 8 L 4 cW 34C " I fm I'MAFi F LAUNI ST 7-- T012 10 Xx 10 Vly 1OX8 142 cfm 1OX10 OFT)PRUNIRE CLC; TANUTE BEN AL Job #: Lot 196 Tribeca B LHG Loft - W Performed by LF/LM for: ParkSquare Homes Sanford, FL Zone Damper 1 - 14" Zone Damper2 -14" Bypass Damper - 10 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VT Vent to-Fk6df VTVY Vent to Wall I DV Dryer Vent RV Range Vent tLinesp.t.Chase fhermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB I.- Field Built Box I One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL. 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 :98 Page 2 Right-Suiteo Universal 2018 18.0.11 RSU16202 2018-Apr-11 11 -.51 Al RFCORD Copy 9(4 0 V L 4 55 1 LIIV W- o"D DESCRIPTION AS FURNISHED: Lot 196, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 9,3 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 204 LOT 203 S 00016'57" E 60. 00' I LOT 196 3 4.4 7' 34.47' 15.67' 16. 7' 15.67' LANAI 15.67' co LOT 195 Cl) PROPOSED RESIDENCE 2087-TRIBECA-8 2 CAR GARAGE LEFT 11.67' COV'D. 3. O'x4. 0' ENTRY AC 9.3, 15.67' - k6 15.67' - C 19.3, 15.6 7' - 16' L DRIVE WALK 25.20' 25.20' SETBACKS AS FURNISHED FRONT 2'(*) REAR 20 SIOE 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRAOE ELEVATIONS PER DRAINAGE PLANS PROPOSED OP41NAGE FLOW LOT GRADING TYPE A PROPOSE0 FF. PER PLANS = 23.3' 10' UTIL. ESMT. 5' CONC. WALK S 00-16'57" E ATIGHT HEROAT DRIVE 50' PRIVATE ROAD) NO LOT 202 F Cii "I ZZAL- DEC 1 2 Ok to construct single family home with setbacks and impervious area shown on plan. -rr*, J1- c-- 9 orate - 4.x*, 3(/,(,ffo Ist, LOT 197 1 1 143.85' - _P C-0 PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 6,900 ± SQUARE FEET FLATWORK ONIOFF LOT = TOTAL ± SQUARE FEET FLATWORK DRIVE 403111 0= 513 ± SQUARE FEET FOUNDATIONIPAD 1,354 ± SQUARE FEET WALKS 571 300= 357 ± SQUARE FEET REAR PATIO 120 ± SQUARE FEET SOD 4,9041250 = 5,154 ± SQUARE FEET FRONT PORCH DECK POOL DECK 50 ± SQUARE FEET NIA ± SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM 'LANS PROVIDED BY CLIENT - NOT FIELD VERIFIED I CRUSEAIHErER -SCOTT ASSOC, INC - 1,AjVD SURV-P)70RS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-32,32 FAX (407)-658-1436 Pr PL TFIELD PD.L. TYP, POINT ON LINE TYPICAL NOTES: P. NN PIPERONROD PR,.C. P -C C. POINT OF REVERSE CURVATURE POINT OF COMPOUND CURVATURE I THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA 60AREI OF CR. A CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRA17VE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET IR 112' f.R. W /KLB 4596 MR. NON -RADIAL 2. UNLESS EJ48OSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAUD, REC RECOVERE D V.P. ViTNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS POINT OF BEGINNING CALC, CALCU ATED OR EASEMENTS THAT AFFECT THIS PROPERTY. Po N T OF C OMMENCEKENT PRA PERMALENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N&D CENTERLINE NAIL &OD I Sk FF, B S.L. FIN ISHED FLOOR ELEVATION BUILDING SETBACK LINE 5 * THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTH R ENTTTY. R/W RIGHT- F-VA Y BA. BENCHMARK 6. DIMENSIONS SHOWN FCR.THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESHT. EASEMENT B.B. BASE REARING 7. BEARINGS, ARE BAS,O ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.9) DRAIN. DRAINAGE B. ELEVAT7()NS. Ii SHOWN, ARE EASED ON NATIONAL cEoDET7c VERTICAL amm or 1929, UNLESS OTHERWISE NOTED. UTIL, CL,FC. UTILITYC14AIN LINK F ENCE 9, CERTIFICATE OF AUTHORIZAPON N.. 1596. WD.FC. VOOD FENCE C/oP.C. CONCRETE BLOCK PC OF CURVATURE SCALE I- I" = 20' DRAWN By.- P.T. DESC. PCjNTTH OF TANGENCY DESCRIPTION CERTIFI_' bY. DA TE ORDER No. RADIUS PLOT PLAN 11-05-2018 7359-18 L AR C LENGTH DCC.B. DELTACHORDCHORD BEARING NORTH TIPS BUILDING\ PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM TOM.X GRUSENPEYER, R.' _.S. # 4714 ZONE "X' MAP I 12117CO090 F (09-28-07) JAMES - W. SCO-T, PA.S # 4801 RECORD Copy Filename: PARK SQ TRIBECA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1986 2 1 Lighting Summary Standard 5,610 5,610 Optional 10,458 5,610 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 . 3SANIFORDOptional8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral 1 5000 8 4 5 2 0 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 22.0 240 5,280 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 22 240 1 5,280 0 Heat/Cool Summary Standard 12,240 0 Optional 12,240 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number 0 Name M? Ph No Amps Volts VA HP. Line Neutral i Other Appliance Summary Standard 0 0 Optional 0 0 250-8 of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 0 Heat/Cool 1 Phase 22 Amps 240 volts Fixed Appl. Phase 22 Amps 240 Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard only 1,320 0 SUMMARY Standard Line Neutral Total Total 43,530 15,840 Maximum Amperage 181 66 Service Voltage = 240 Service Phase Optional Line Neutral Total Total 34,535 15,840 Maximum Amperage 144 66 Service Voltage = 240 Service Phase = 1 Nil MiTek RECORD COPY RE'. P1986B 2087-T Park Sq Hm/Tribeca- I 986-2087B MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: PARK SQUARE HOMES Project Name: P1 986B 2087-T Lot/Block: 196 Model: TRIBECA-1 9862087 - B / TRAY Address: 3957 NIGHT HERON DR. igbdivision: WYNDHAM PRESERVE 60' u'ju'v City: SANFORD : FLORIDA General Truss Engineering Crit i%&e6ii%m ads (individual Truss Design Drawings Show Special Loading Conditions): AI Design Code: FBC2017/TP12014e0 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 R Wind Speed: 140 mph Roof Load: 40.0 psf # 1 8 - 4 5 5 1 Floor Load: 55.0 psf This package includes 39 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date No Seal# Truss Name Date 1 T14620332 all 7/20/18 2 T14620333 a2 7/20/18 3 T14620334 a3 7/20/18 4 T14620335 a3t 7/20/18 5 T14620336 a4 7/20/18 6 T14620337 a4t 7/20/18 7 T14620338 a5 7/20/18 8 T14620339 a6t 7/20/18 9 T14620340 b1l 7/20/18 10 T14620341 b2 7/20/18 11 T14620342 b3 7/20/18 12 T14620343 cl 7/20/18 13 T14620344 c2 7/20/18 14 T14620345 c3 7/20/18 15 T14620346 Cj 1 7/20/18 16 T14620347 q3 7/20/18 17 T14620348 q3t 7/20/18 18 T14620349 q5 7/20/18 19 T14620350 5t 1 7/20/18 20 T14620351 7/20/18 21 T14620352 d2 7/20/18 22 T14620353 d3 7/20/18 23 T14620354 f1l 7/20/18 24 T14620355 fla 7/20/18 25 T14620356 f1b 7/20/18 26 T14620357 f2 7/20/18 27 T14620358 Q 7/20/18 28 T14620359 f3a 7/20/18 29 T14620360 f5 7/20/18 30 T14620361 f5a 7/20/18 31 T14620362 f6 7/20/18 32 T14620363 ft2 7/20/18 33 T14620364 j5 7/20/18 34 T14620365 j7 7/20/18 35 T14620366 7t 7/20/18 36 T14620367 j5 7/20/18 37 T14620368 kj7 7/20/18 38 T14620369 kJj7t 7/20/18 39 T14620370 mg1 7/20/18 This item has been electronically signed and sealed by Velez, Joaquin using a Digital Signature Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Op a 0 - IN `e Truss Design Engineers Name: Velez, Joaquin E N S My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 No 68182 I MPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 10 Z 33 STATE OF 44/ 0 44/ A- 0 R Joaquin Velez PE No.68182 MiTek USA, Inc. FIL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 July 20,2018 I of I Velez, Joaquin Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1 986-2087BT4 T14620332 P 1 9868_2087-T Al COMMON Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:43 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-yahznRvF—xt4A3LQnnHtY3PpSlo7q9sTnly5krywDPw 7-3-11 144-0 21-4-5 28-8-0 ?9-MlP11JOU-00 7-3-11 7-0-5 7-0-5 7-3-11 , -0-61 4x4 6.00 F1_2 Scale = 1:50.0 3X4 = 44 = 3x4 = 44 — 4X4 = r49 LOADING (pso SPACING- 2-0-0 cSI. DEFL. in loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.32 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BG 0.95 Vert(CT) -0.45 10-13 >767 180 BCLI_ 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1 207/0-4-0, 6=1 207/0-4-0 Max Horz 2=148(LC 12) Max Uplift 2=-379(LC 12), 6=-379(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2018/607,3-4=-1797/600,4-5=-1797/600,5-6=2018/607 BOTCHORD 2-1 0=-584/1760, 8-1 0=-243/1148, 6-8=-448/1760 WEBS 4-8=-2781696, 5-8=-452/339, 4-10=-278/696, 3-10=-452/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-D-0 to 14-4-0, Exterior(2) 14-4-0 to 17-4-0 zone;C-C for members and forces & M\AIFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=379.6=379. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473re, 1010312015 BEFORE USE. Design valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB.89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B T14620333 P1986B_2087-T A2 HIP 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:02:43 2018 Page 1 ID 3zzrE5595qHBqKdROwR6OYzkwee-yahznRvF-xt4A3LQnnHtY3Ps?lsuq5qTnly5krywDF'w 6-9-4 130-0 5-8-0 21-10-12 28-8-0 ?9-8-0, F-11 '00 6-9-4 _2-12 12_'_0 6-2-12 6-9-4 Scale = 1:50.0 4x8 4x4 0-1 13 12 10 9 3x6 1.5X4 3x4 = 3x4 = 1.5X4 3X6 3x8 = im -0 5M 21-10-12 28-8-0 LOADING (psf) SPACING- - 2-0-0 CS1. TCLL 20.0 Plate Grip DbL 1.25 TC 0.50 TCDIL 10.0 Lumber DOL 1.25 BC 0.64 BCLL 0.0 Rep Stress Incr YES WB 0.65 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBEIR- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1 207/0-4-0, 7=1 207/G-4-0 Max Horz 2=136(LC 12) Max Uplift 2=-369(LC 12), 7=-369(LC 13) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 13-16 >999 240 - MT20 244/190 Vert(CT) -0.20 12-13 >999 180 Horz(CT) 0.08 7 n/a n/a Weight: 152 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-8-3 oc bracing. FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown. TOPCHORD 2-3=-2107/660. 3-4=-1491/543, 4-5=-1256/540, 5-6=-1492/543, 6-7=-2106/660 BOTCHORD 2-13=-559/1822, 12-13=-559/1822, 10-12=-258/1254, 9-1 0 509/1821' 7-9=-509/1821 WEBS 3-13=0/289, 3-12=-6561349, 4-12=-1 33/391, 5-1 0=-1 28/393, 6-1 0=-654/350, 6-9=0/287 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108rnph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to -0-0, Interior(l) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 15-8-0, Interion(l) 19-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=369,7=369. 16 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall now building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fatbricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610 job Truss Truss Type Qty Ply Park Sq HmrFribeca-1 986-2087B T14620334 P1986B_2087-T A3 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:44 2018 Page 1 ID:37zrE5595qHBqKdROwR6OYzkwee-QmFL_nvtlE?xoDwcLVo65Hyz59DAZdbe0hifHHywDPv 11-0-0 17-8-0 22-10-12 28-8-0 9-8-0 F-11.-0001 -2-4 i + I 0 5-" 5-2-12 6-8-0 5-2-12 5-9-4 1-0-0 Scale = 1:50.0 4x8 MT20HS = 22 23 4x4 = f49 13 12 . . lu 3x4 1 X4 3X4 = 3.4 3x8 MT20HS 1 X4 3x4 11-0-0 LOADING (psf]i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate drip DOL 1.25 TC 0.74 Vert(LL) 0.09 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.21 10-12 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 146 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-10-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mid pt 4-10 REACTIONS. (lb/size) 2=1207/0-4-0, 7=1207/0-4-0 Max Horz 2=1 17(LC 12) Max Uplift 2=-351 (LC 12), 7=-351 (LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2145/706, 3-4=-1660/605,_4-5=-1427/595, 5-6=-1660/605, 6-7=-2145/706 BOTCHORD 2-13=-55011863, 12-13=-550/1863, 10-12=-348/1427, 9-10=-559/1863, 7-9=-559/1863 WEBS 3-12=-510/289, 4-12=-99/421, 5-1 0=-77/421, 6-1 0=-510/290 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., GCpi=O.l 8; M\A(FRS (envelope) gable end zone and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 21-10-15, Interior(l) 21-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=351,7=351. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Wrilyd-ignp.rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cty Ply Park Sq HnVTribeca-1 986-2087B T14620335 P 1 986B_2087-T A3T SPECIAL 1 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8. 130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:02:45 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-uzpjB7wVWY7oQNVpuCKLeUV78ZVV\A2emFLRCpjyWDPu 34 _7_1' 11-0-0 12-8-12 17-8-0 22_-10-12 28-8-0 ?9-8-01 2 _i, 4-11-4 _2_,2 -944_41 4-4-6 1-8-12 5 Scale = 1:49.9 See Note 1 for 6.00 5_2 4x8 1.5x4 11 Scab Attachment 4 5 26 27 4x8 = 4x12 = 3x4 = 1.5X4 11 3x10 = 1.5X4 11 3x4 = 11-0-0 12 2 17-%0 22-10-12 288-0 2-1-4 11-1 4-4-6 -8-12 5-2-12 5 9 LOADING (psl]j.: SPACING. 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr YES WB 0.50 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- TOPCHORD 2x4 SP No.2 *Except* 1-3: 2x6 SP No.1 BOTCHORD 2x4 SP No.2 *Except* 2-13: 2xiS SP No.1, 5-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.1 LEIR SCAB 1-3 2x6 SP No.1 one side DEFL. in (loc) I/defl L/d Vert(LL) -0.18 15-20 >999 240 Vert(CT) -0.37 15-20 >923 180 Horz(CT) 0.22 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-1-1 oc bracing. REACTIONS. (lb/size) 1=1161/0-4-0, 8=1203/0-4-0 Max Horz I =-1 26(LC 17) Max Uplift 1=-310(LC 12), 8=-349(LC 13) FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (D) or less except when shown. TOPCHORD 1-2=-511/218, 2-3=-2859/874, 3-4=-1971/660, 4-5=-1793/656, 5-6=-1795/658, 6-7=-1644/576, 7-8=-2141/670 BOTCHORD 2-15=-697/2634, 14-15=-692/2609, 13-14=-388/1715, 10-1 1=-527/1861, 8-10=-527/1861 WEBS 3-14=-1 034/415, 4-14=-1 53/542, 4-13=-1 38/290, 11-13=-314/1303, 6-13=-1 77/588, 7-11 530/292, 3-15=-74/405 NOTES- 1) Attached 7-8-13 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-11-7 from end at joint 3, nail 2 row(s) at 3" o.c. for 2-11-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-110 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-0 to 3-3-0, Interion(l) 3-3-0 to 11-0-0, Exterior(2) 11-0-0 to 20-8-0, Interior(l) 20-8-0 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=11.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 1 =310, 8=349. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IT This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 MiTek* 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-1986-2087B T14620336 P1986B_2087-T A4 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:02:46 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-M9N6PSx7HsFelX3?SwraAjlODzrDla2vU?BmLAywDPt 4- 9-0-0 144-0 19-'_0 T'0_' 2 28-8-0 29-mj94 - F"Mo I Z-2-12 54-0 14-0 4.2-12 4-94 TTD 4X4 = 4x8 1.5X4 11 21 5 22 4x8 = 13 1 — I I I u 3x4 3x4 = 3x8 = 3x4 = Scale = 1:50.0 4x4 — LOADING (pso. SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.15 13-16 999 240 MT20 244/190 - TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.34 13-16 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hor7(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 145 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1207/0-4-0,8=1207/0-4-0 Max Hor7 2=97(LC 12) Max Uplift 2=-329(LC 12), 8=-329(LC 13) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-6-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2132/762, 3-4=-1831/646, 4-5=-1835/709, 5-6=-1835/709, 6-7=-1831/646, 7-8=-2132/762 BOTCHORD 2-13=-609/1884, 11-13=-412/1588, 10-11 =419/1588, 8-1 0=-617/1884 WEBS 3-13=-346/246, 4-13=-70/408, 4-11 =-1 96/418, 5-11 =-366/223, 6-11 =-1 96/418, 6-10=-70/408, 7-10=-346/247 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterjor(2) -1-0-0 to -0-0, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-0-11, Interjor(l) 24-0-11 to 29-8-0 zone;C-C for members and forces & M\AfFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb) 2=329,8=329. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FIL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verify de,sig. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. De sign valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek* s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610 Job Truss Truss Type Qty Ply Park Sq HnVTribeca-1 986-20876 T14620337 P1986B_2087-T A4T SPECIAL 1 Job Reference (optional) Mia-Flonoa Lumber, bar(OW, t-L. o*- I I —I I I — 10 IVII I — I 1 111- r I I — LU --- — IQ -9 I ID:3zzrE5595qHBqKdROwR6OYzkwee-rLxUcoyl29NVfgeBOdMpjvaTeNCOmvt2ifwJtcyWDPs 7-_10 2-0-60 1 12 4; -'122 1 16-2-6 19-8-0 2-10-12 1-8-0 P-M 2_3' 3_' 3_ 3 -10 1 - 5-10 _2_,2 4_" 3-5 3 Scale = 1:49.9 See Note 1 for Scab Attachment 5X8 1.5X4 3X4 = 4x8 26 4 28 5 6 29 7 2X4 11 1.5x4 11 14 1J lZ I I 4x12 1.5x4 4xl 0 3x4 1.5X4 3x4i 10 0 132 -1122 16-_16 115M 2,1 - I 2 1112 4-9-4 1 3: 2_,2 Plate Offsets (X,Y)— [2:0-7-8,Edgel, [4:0-6-0.0-2-81, [7:0-5-4,0-2-01, fl970-1-4,0-1-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) -0.18 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.36 15-16 >947 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 199 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, 1-4: 2x6 SP No. 1 except end verticals. BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 7-10-12 oc bracing. 2-15: 2x6 SP No.1, 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 18-19: 2x4 SP No.2 OTHERS 2x6 SP No.1 LBR SCAB 1-4 2x6 SP No.1 one side REACTIONS. (lb/size) 1=1161/0-4-0,9=1203/0-4-0 Max Horz 1 =-1 07(LC 17) Max Uplift 1=-288(LC 12), 9=-327(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-511/197, 2-3=-3256/1009, 3-4=-2325/760, 4-5=-2307/805, 5-6=-2292/800, 6-7=-1 771/662, 7-8=-1 796/626, 8-9=-2182/699 BOTCHORD 2-17=-844/3062, 16-17=-844/3062, 15-16=-508/2036, 12-13=-407/1557, 11-12=-562/1906, 9-11 562/1906 WEBS 4-16=-1 56/614, 4-15=-1 90/448, 13-15=-445/1703, 6-15=-216/754, 6-13=-757/287, 7-13=-1 74/430, 7-12=-87/308, 8-12=412/231, 3-17=-69/345, 3-16=-1 1651408 NOTES- 1) Attached 10-2-10 scab I to 4, front face(s) 2x6 SP No. 1 with 2 row(s) of I Od (0. 131 "x3") nails spaced 9" o.c.except : starting at 1-8-6 from end at joint 1, nail 2 row(s) at 3" o.c. for 2-11-3. This item has been 2) Unbalanced roof live loads have been considered for this design. electronically signed and 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., sealed by Velez, Joaquin, PEGCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterjor(2) 0-2-0 to 3-3-0, Interior(l) 3-3-0 to 9-0-0, Exterior(2) 9-0-0 to DOL=1.60 using a Digital Signature. 22-8-0, Interion(l) 22-8-0 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber plate grip DOL=1.60 Printed copies of this 4) Provide adequate drainage to prevent water pording. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and sealed and the 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 signature must be verified will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) MiTek USA, Inc. FL Cert 6634 1=288,9=327. 6904 Parke East Blvd. Tampa I'L 33610 Date: July 20,2018 WARNING verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. D '5ign valid for use only with MiTelk(D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and Property incorporate this design into the overall fat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmrTribeca-1 986-2087B T146203 P1986B2087-T A5 HIP 1 all Mid-Floncla Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:48 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-JYVsq8yNpTVVMHqDNaLt2F76dnmVgVKOCxJgsQ2ywDPr 1-M 7 16-9-15 21-8-0 2T4101212 I 1 8-00-0 4-11-13 4-10-1 _2_ 3 4-10-1' 1 0 3-11 2-12 Scale = 1:50.0 5x5 = 3x4 = 1.5x4 11 5x5 = r_.1_ 4 D 20 21 . 22 23 7 6.00 1.5x4 x1.5x4 3 8 A 9 15 14 13 24 25 12 26 27 11 3x8 3x4 6x8 MT20HS 4x8 3x4 3x8 4x6 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7-0-0 11-10-1 21-8-0 28-8-0 7-0-0 4-10-1 4-10-1 7-0-0 ts(X,Y)— [4:0-2-8,0-2-41.[7:0-2-8,0-2-41,[9:0-2-10,0-1-81 LOADING (psf) TC LL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip, DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017fTP12014 CS1. TC 0.82 BC 0.92 W3 0.82 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.25 12-14 >999 240 Vert(CT) -0.50 12-14 >691 180 Horz(CT) 0.11 9 n/a n/a PLATES MT20 MT20HS Weight: 169 lb, GRIP 244/190 187/143 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-2 oc purlins. 4-7: 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 6-2-15 oc bracing. BOTCHORD 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1981/0-4-0,9=2210/0-4-0 Max Horz 2=78(LC 10) Max Uplift 2 556(1_C 5), 9=-687(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3960/1188, 3-4=-3768/1153, 4-5=-5021/1624, 5-6=-5019/1687, 6-7=-5019/1687, 7-8=-4287/1413, 8-9=-4477/1440 BOTCHORD 2-15=-1 062/3521, 14-15=-988/3318, 12-14=-1 552/5021, 11-12=-1 17513779, 9-11 =-1 241/3980 WEBS 4-15=-59/286, 4-14=-766/2161, 5-14=-419/287, 6-12=-576/368, 7-12=-549/1571, 7-11 =-1 17/620 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (envelope) gable end zone, 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) na This item has been electronically signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE7) * 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 using a Digital Signature. will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Printed copies of this 2=556,9=687. document are not considered 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 106 lb up at signed and sealed and the 13-7-4, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 187 signature must be verifiedlbdownand207lbupat21-8-0 on top chord, and 778 lb down and 219 lb up at 12-9-8, 66 lb down at 13-7-4, 66 lb down at 15-7-4, 66 lb down at 17-7-4, 66 lb down at 19-7-4, and 66 lb down at 21-7-4, and 268 lb down and 100 lb up at 21-8-0 on bottom On any electronic copies. chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.88182 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NNW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Mffek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsMute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sci Hm/Tribeca-1986-2087B T14620338 P1986B2087-T A5 HIP 1 Job Reference (optional) Mid -Florida Lumber, Barlow, FIL. 8,13U s mar 11 Zulu Mir I eK Industries, Inc. V n Jul ZU U9:UZ:46 ZUlb Hage z ID:3z.zrE5595qHBqKdROwR6OYzkwee-JYVsq8yNpTWMHqDNaLt2F76dnmVgVKOCxJgsQ2ywDPr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-10=-60, 2-9=-20 Concentrated Loads (lb) Vert: 7=-140(F) 13=-778(F) 11 =-309(F=-41) 20=-97(F) 21 =-97(F) 22=-97(F) 23=-97(F) 24=41 (F) 25=-41 (F) 26=-41 (F) 27=41 (F) A WARNING . Verify design parameters and READ NOTES ON THIS AND INCL.UDEDMITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not F=q E3 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall saff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hn-dTribeca-1 986-2087B T14620339 P1986B_2087-T A6T SPECIAL 1 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:50 2018 Page I ID:3zzrE5595qHBqKdROwR6OYzkwee-FwccFq_eL4m4W8Nmhlvv&YC?IaCFzDBVOc9zUxywDPp 1-'0 10-0-2 12-8-12 1 Z-2&: 21-11-0 1 24-10-12 1 21-8-0 -8-00 _ 5 1, 3_ _i2__ 3" 3' _'2 2_0: 2 4 _i_ -00i'_2 2-8-10 _5_10 1 c? 1 APPLY 2 X 6 SP DSS SCAB TO ONE OUTER FACE OF TRUSS ATTACH VVITH 3 ROWS OF (0.131" X 3") NAILS SPACED @ 3" D.C. USE 2" MEMBER END DISTANCE. 5x8 = 2X4 11 44 = 44 = 6.00 F1_2 4 29 5 30 6 31 32 7 33 34 5x8 — 1.5X4 11 1b 14 ],1 14 2x4 11 6x8 2X4 3xl4 3X4 1.5x4 3x4 Scale = 1:49.9 5-0-0 21Z__o 0-0- 13--0-2 2-1-12 1 21-8-0 21-10-12 28-8-1 1i 2-31 2-8-12 2-0-6211 2 Z5-1 0 4-5-10 3_2_,2 Plate Offsets (X.Y)— [2:6-2-8,Edgel, [4:0-5-4,0-2-121, [8:0-2-4,0-2-121, [14:0-6-12,0-1-81, 1670-5-12,0-4-01 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plat Grip DOL 1.25 TC 0.66 Vert(LL) 0.24 16-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.46 16-17 >749 180 BCLL 0.0 Rep Stress Incr NO WEI 0.87 Horz(CT) 0.25 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 397 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x6 SP DSS *Except* TOPCHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, 4-8: 2x6 SP No.2, 8-11: 2x4 SP No.2 except end verticals. BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-16: 2x6 SP No.1, 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 20-21: 2x4 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side REACTIONS. (lb/size) 1 =2199/0-4-0, 1 0=2186/0-4-0 Max Horz 1 =-87(LC 13) Max Uplift 1=-691(LC 5), 10=-718(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-975/367, 2-3=-7411/2484, 3-4=-6088/2103, 4-5=-6657/2317, 5-6=-6657/2317, 6-7=-7321/2557, 7-8=-4864/1737, 8-9=-4123/1430, 9-1 0=-4315/1418 BOTCHORD 2-19 2318/6970, 18-19=-2318/6970, 17-18=-1 86915525, 16-17=-2520/739 1, 6-16 14/349,14-15=-140/463, 13-14 1196/3688, 12-13=-1220/3813, 10-12 1220/3813 WEBS 4-18=-519/1591, 4-17=-558/1489, 14-16 1546/4557, 7-16=-1005/2787, 7-14=-1963/847, B-14=-601/1534, 8-13=-1 13/576, 9-13=-284/164, 6-17=-985/395, 3-19=-217/751, 3-18=-1826/602 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. This item has been Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. electronically signed andWebsconnectedasfollows: 2x4 - 1 row at 0-9-0 oc. sealed by Velez, Joaquin, PE2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) N/A Printed copies of this 4) Unbalanced roof live loads have been considered for this design. document are not considered 5) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., signed and sealed and theGCpi=0.18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 signature must be verified6) Provide adequate drainage to prevent water ponding. 7) na on any electronic copies. Joaquin Velez PE No.68182 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cert 6634 9) * 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: 10) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify July 20,2018Capacityofbearingsurface. AWARNING. Verify design parameters andREAD NOTES ON THISANDINCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi-Tek(& connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Row building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610 Job Truss Truss Type Qty Ply P rk Sq HmfTribeca-1 986-2087B T14620339 P P1986B_2087-T A6T SPECIAL 1 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industnes, Inc. Fri Jul 20 09:02:50 2018 Page 2 ID:3zzrE5595qHBqKdROwR6OYzkwee-FwccFq_eL4m4W8NmhlvVVLYC?IaCFzDBVOc9zUxyWDPp NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=691, 10=718. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 90 lb up at 7-0-0, 26 lb up at 9-0-12, 26 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb up at 14-4-0, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0, 180 lb down and 76 lb up at 9-0-12, 180 lbdownand761bupat 11-0-12, 66 lb down at 12-10-8, 66 lb down at 14-4-0,661bdownat 15-7-4,661bdownat 17-7-4,and661bdownat 19-7-4, and 327 lb down and971bupat 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-23=-82, 4-23=-60, 4-8=-60, 8-11 =-60, 16-22=-20, 15-25=-20 Concentrated Loads (lb) Vert: 4=-l(F) 8=-142(F) 6=-97(F) 18=-502(F) 16=-41(F) 13=-327(F) 31=-97(F) 32=-97(F) 33=-97(F) 34=-97(F) 35=-180(F) 36=-180(F) 37=-41(F) 38=-41(F) 39=-41 (F) 40=-41 (F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. WE" Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall on building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandda, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq HmrTribeca-1 986-2087BJob T14620340 P198662087-T B1 S PECIAL 1 2 Job Reference (optional) Mid-Flodda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:51 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-j7A?SA?G60uxBlyyFTQitlk74 aSiiSedGuWONywDPo 3-2 6 _3_1 1 12-5-10 18-11-4 3 3-1-15 3-3-110_33- 1.5X4 3 3x4 = 9 6x6 4x4 8x10 MT20HS 2x4 44 48 3-3-0 6-3-8 9-3-11 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.00 TC 0.88 TCDL 1 0.0 Lumber DOL 1.00 BC 0.66 BCLL 0.0 Rep Stress Incr NO WB 0.74 BCDL 10.0 Code FBC2017/TP[2014 Matrix-S DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.29 12 >766 360 MT20 244/190 Vert(CT) -0.55 12 >4D8 240 MT20HS 187/143 Horz(CT) 0.06 9 n/a n/a LUMBER- BRACING- TOPCHORD 2x4 SP No.2 *Except* TOPCHORD 4-8: 2x4 SP No. 1 BOTCHORD 2x6 SID DSS BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1861/0-4-0, 9=2487/0-7-4 Max Horz 1=258(LC8) Max Uplift 1 =-535(LC 5), 9=-808(LC 5) Max Gray 1 =2001 (LC 15), 9=2800(LC 15) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3962/1079,4-5=-1215913571, 5-6=-12159/3571, 6-7=-7102/2056,7-8=-551/161, B-9=-487/155 BOTCHORD 1-14=-1 106/3480,13-14=-3001/10093,12-13=-3252/10905,11-12=-3403/11692, 10-11 =-3403/11692, 9-10=-2056/7102 WEBS 2-14=-730/2605, 5-12=-841/279, 6-1 1=-53/304, 7-10=-287/1112, 4-12=-340/1343, 6-12=-2631488, 6-10=-4796/1408, 7-9=-6845/1980,2-4=-3389/1024, 4-14=-6966/2038 Scale = 1:33.0 Weight: 218 lb FT = 20% Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. li; Exp B; Encl., GCpi=0.18; M\AfFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=535,9=808. 10) Girder carries tie-in span(s): 5-0-0 from 6-3-8 to 18-11-4 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 11 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARMING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job T ss Truss Type Qty Ply Park Sci HmrFribeca-1 986-2087B T14620340 P1986B_2087-T B1 SPECIAL 1 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fn Jul 20 09:02:51 2018 Page Z ID:3zzrE5595qHBqKdROwR6OYzkwee-j7A?SA?G60uxBlyyFTQltlk74_aSiiSedGuWONywDPo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-60, 4-8=-252, 1-9=-20 Concentrated Loads (11b) Vert: 4 429 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HnvTribeca-1986-2087B T14620341 P 1 986B_2087-T B2 SPECIAL 6 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:02:52 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-BJkNfWOutiOoISX9pAy_QZHHOOssR6Hoswe4ZqywDPn 9-3-11 2--10 13-11-2 1 5 -'7 -'93-3:0 1 5 , , Ii6 '_0_: 3-0-3 3. _ _ _i 3-3'- 1114 12 Scale = 1:32.9 2x4 I i 3 3X6 = 8x8 MT20HS 5x6 11 8x12 MT20HS = 2X4 11 46 = '.98 = LOADING (psO TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017rTP12014 CS1. TC 0.93 BC 0.91 WEI 0.96 Matrix-S LUMBER- TOPCHORD 2x4 SP No.2 *Except* 4-8: 2x4 SP DSS BOTCHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 3-13,4-14: 2x4 SP No.2 REACTIONS. (lb/size) 1=1412/0-4-0,9=1262/D-7-4 Max Horz 1 =258(LC 12) Max Uplift 1 =-309(LC 9), 9=-233(LC 9) Max Grav 1 = 1 570(LC 19), 9=1 625(LC 2) 12-5-10 . 13-11-2 DEFL. in (loc) I/defl Lid Vert(LL) -0.40 12 >561 360 Vert(CT) -0.74 12 >301 240 Horz(CT) 0.09 9 n/a n/a 15-7-9 9 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 109 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 1-6-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 7-9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3068/735, 4-13=-78/327, 4-5=-8173/1803, 5-6=-8173/1803, 6-7=-4237/685, 7-8=-321/48 BOTCHORD 1-14=-84212702,13-14=-2049/7648, 12-13=-2180/8184,11-12=-1312/7140, 10-11=-1312/7140,9-10=-685/4237 WEBS 2-14=-462/1972, 4-14=-5210/1271, 2-4=-2611/765, 5-12=-395/53, 7-1 0=-1 47/803, 4-12=-408/457, 6-12=-512/1179, 6-1 O 3079/656, 7-9=-4092/665 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-0 to 3-3-0, Interion(l) 3-3-0 to 18-9-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=309,9=233. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pl Vert: 1-3=-60, 4-8=-90, 1-9=-20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa I'L 33610 Date: July 20,2018 AWARNING -Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HnVTribeca -1986-2087B T14620341 P1986B_2087-T B2 SPECIAL 6 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. ts.iou s mar 11 zuid mi ieK inaustries, Inc. rn jui zu m):uz:Dz Lu io vage z ID:3zzrE5595qHBqKdROwR6OYzkwee-BJkNf\NOutiOoISX9pAy_QzHHOOssR6Hoswe4ZqywDPn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-345 15=-460(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ILMS Design valid for use only with MiTelkV connectors. This design is based only upon parameters shown, and is for an individual building component, not Ill a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall xaml building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T14620342 P19866_2087-T B3 HIP 1 1 ParlkSqHmffribeca-1986-208713 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:53 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-fV[ItsOWe?8fNb6LMuTDyAqZDnILNRx5aNd5GywDPm 5-0-0 9-8-0 14-4-0 19-4-0 20-4-0 5-0-0 4-M 4-M 5-0-0 c? c 48 = 17 1.5X4 11 18 4 19 20 48 — Scale = 1:34.8 3x4 = 1.5x4 11 5X8 = 1.5x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 10.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 Rep Stress Incr NO WEI 0.26 BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SO No.3 REACTIONS. (ib/size) 2=1 174/0-8-0, 6=1 174/0-8-0 Max Horz 2=-58(LC 9) Max Uplift 2=-332(LC 8), 6=-386(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2097/638, 3-4=-2384/763, 4-5=-2384/763, 5-6 2097/641 BOTCHORD 2-10=-546/1821, 9-10=-544/1832, 8-9=-512/1832, 6-8=-514/1821 WEBS 3-10=0/313, 3-9=-282/681, 4-9=-467/308, 5-9=-282/681, 5-8=0/313 19-4-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 9 >999 240 MT20 244/190 Vert(CT) -0.17 9 >999 180 Horz(CT) 0.05 6 n/a n/a Weight: 87 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-5-4 cc purlins. BOTCHORD Rigid ceiling directly applied or 7-11-15 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) na 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=332,6=386. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0. 51 lb down and 77 lb up at 7-0-12, 51 lb down and 77 lb up at 9-0-12, 51 lb down and 77 lb up at 10-3-4, and 51 lb down and 77 lb up at 12-3-4, and 170 lb down and 181 lb up at 14-4-0 on top chord, and 86 lb down at 5-0-0, 36 lb down at 7-0-12, 36 lb down at 9-0-12, 36 lb down at 10-3-4, and 36 lb down at 12-3-4, and 86 lb down at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-7=-60, 11-14=-20 c This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: July 20,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek(S' connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trus es and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-20876 T146203 P1986B_2087-T B3 HIP 1 al) Mid -Florida Lumber, Barlow, FL. 8.130 a Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:53 2018 Page 2 ID:37zrE5595qHBqKdROwR6OYzkwee-fVlltsOWe?8fNb6LMuTDyAqZDnILAjRx5aNd5GywDPm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-1 23(F) 5=-1 23(F) 1 0=-64(F) 8=-64(F) 17=-51 (F) 18=-51 (F) 19=-51 (F) 20=-51 (F) 21 =-26(F) 22=-26(F) 23=-26(F) 24=-26(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r., 1010312015 BEFORE USE. Design valid for use only with MiTelk& connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-198&-2087B T14620343 P1986B_2087-T ci COMMON 4 al) mia-rionaa LUmDer, t5anow, r-L. i 0. IOU 5 IV— I I LU 10 IVII I — I I IU-11—, I[ - r I I - - UU--O LU 10 r-dy I ID:3zzrE5595qHBqKdROwR6OYzkwee-fVlltsOWe?8fNb6LMuTDyAqZ2nKlAmjx5aNd5GywDPm 6-4-0 6-" I-M Scale = 1:24.4 4x4 3x4 1.5x4 11 3x4 6-4-0 12-8-0 6-4-0 6-4-0 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Verl(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.10 6-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 48 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=567/0-4-0, 4=567/0-4-0 Max Horz 2=71(LC 12) Max Uplift 2=-185(LC 12), 4=-185(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-718/263, 34 718/263 BOTCHORD 2-6=-123/577, 4-6=-123/577 WEBS 3-6=-1 1/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone;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 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=185,4=185. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 BEFORE USE. De sign valid for use only with MiTelkV connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Truss Truss Type City Ply Park Sq Hm/Tribeca-1 986-2087B T146203 C2 COMMON 3 all Micl-l-loncla Lurnoer, bartow, I-L. JV 5 Mar ZU 10 IVII I eK IrlUU51rie5, iriu. rri jui zu —u— zu lo —ye II' ID:3zzrE5595qHBqKdROwR6OYzkwee-7is74B1 8PJGW?IhXwb—SVNMkaBfCvDy4JE7BdiywDPI 6-4-0 12-8-0 6-4-0 6-4-0 4X4 = 3 3x4 1.5x4 f I LOADING (psf, S FACING- 2-0-0 CS1. DEFL. in loc) I/def! Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 5-8 999 240 TCDL 1 0.0 Lumberr DOL 1.25 BC 0.47 Vert(CT) 0-11 5-8 999 180 BCLL 0.0 Rep St ess Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017f-rPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=504/Mechanical, 2=569/0-4-0 Max Horz 2=80(LC 12) Max Uplift 4=-154(LC 13), 2=-186(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-725/266, 3-4=-724/282 BOTCHORD 2-5=-159/583, 4-5=-159/583 WEBS 3-5=-20/300 Scale 1/2"=1' R 3x4 = PLATES GRIP MT20 244/190 Weight: 46 111 FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.opsf, h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterion(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone;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 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 4=154, 2=186. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTelkS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPH Ouality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610 Job Truss Truss Type Oty Ply Park Sq HmrFribeca-1986-2087B T146203 P19866_2087-T C3 HIP 1 at) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:55 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-cuQVIX2mAcONcvFkUJVh2bvxWbOvegSEYuskA8ywDPk 5-0-0 7-:- 12-8-0 13-M 5-0-0 2- _0 5-0-0 1-0-0 Scale: 1/2"=l' 48 = 15 4x4 — 4 3x4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5-0-0 7- -0 12-8-0 5-0-0 5-0-0 Plate Offsets (X,Y)— 3 0-54,0-2-01 LOADING (pso- SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 8-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 8-11 999 180 BCLI_ 0.0 Rep Stress Incr NO WI3 0.10 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix MS Weight: 54 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=792/0-4-0, 5=792/0-4-0 Max Horz 2=-58(LC 13) Max Uplift 2=-245(LC 8), 5=-281 (LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1250/395, 3-4=-1075/4D7, 4-5=-1251/413 BOTCHORD 2-8=-268/1065, 7-8=-267/1074, 5-7=-278/1065 WEBS 3-8=-5/257. 4-7=-18/258 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) na 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=245,5=281. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0, and 51 lb down and 77 lb up at 6-4-0, and 170 lb down and 18 1 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36 lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-12=-20 Concentrated Loads (1b) Vert: 3=-123(F) 4=-123(F) 8=-64(F) 7=-64(F) 15=-51(F) 16=-26(F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPIl Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223`14. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq HnVTribeca-1986-2087B T14620346 IP1986B_2087-T Cil JACK 14 1 all mia-t-ionaa Lumber, tSar[Ow, f-L. o. iau s iviaT I I ZU 10 P111 I eK inuu5uie5, mu. rTi jut zu uw.uz.ao zu io ray ID:3zzrE5595qHBqKdROwR6OYzkwee-44—tVt3OxwWEE3qw2OOwaoSAX?SoN8ENnYcHibywDPj 1-0-0 2x4 = Scale = 1:7.0 1-0-0 i-0-0 LOADING (ps SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-4-0, 4=-O/Mechanical Max Horz 2=41 (LC 12) Max Uplift 3=-7(LC 12),2=-58(LC 12) Max Grav 3=10(LC 19),2=130(LC 1), 4=12(LC 3) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B, Encl., GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE. Design valid for use only with MiTekV connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPll Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sci HmfTribeca-1986-20878 1T146203 P1986B_2087-T C,13 JACK 12 1 all Mid -Florida Lumber, Bartow, FL. b. iou s Rnar I I zu its PAi ieK inciustries, Inc. rn jui zu u:uz:oo zu io rage I ID:37zrE5595qHBqKdROwR6OYzkwee-44—tvt3OxwWEE3qw2OOwaoSAA?RnN8ENnYcH!bywDPj 1-0-0 3-0-0 2x4 = LOADING (psfl SPACING- 2-0-0 CS1. DEFL. in loc) I/clef! L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4-7 999 240 TCCL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=71 /Mechanical, 2=188/0-4-0, 4=36/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-52(LC 12), 2=-64(LC 12), 4=-4(LC 12) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1"=l' PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa I'L 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T14620348 P1986B2087-T CJ3T SPECIAL 2 1 ParkSqHmffribeca-1986-2087B Job Reference lootional) mia-vionaa LurnDer, banow, t-L. 0. 1 U 5 Mar I I ZU 10 IVII I K INUUbIlIeS, I[ 1G. r I I JUI ZU UU.VZ.D 1 -0 r`dy I ID:3zzrE5595qHBqKdROwR6OYzkwee-YHYGjD3lhEe5sDP6bkX970—LQPlb6bUX?CLrElywDPi 2-3-4 3-D1-M iz_' 2-3-4 _122 13%- 0 131x3 5" 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.17 EICILIL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TPI20114 Matrix -MR LUMBER- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 2=188/0-4-0, 5=1 1 1/Mechanical Max Horz 2=84(LC 12) Max Upfift 2 64(!_C 12), 5=-52(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4 2-3-4 TOENAILS Scale: 1"=1' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.01 6 >999 240 MT20 244/190 Vert(CT) -0.01 6 >999 180 Horz(CT) 0.01 5 n1a n/a Weight: 13 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp 6; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-8, Interior(l) 2-1-8 to 3-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTelk USA, Inc. FIL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: July 20,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 — 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa b rical ion, storag e, cl elivery, e recti on a n d b racing of tru sses and tru ss systems, see ANSITTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HnVTribeca-1986-20878 T146203 P198613_2087-T C.15 JACK 4 all mia-t-ionaa Lumber, bartow, L. 1 i4 I 0. 1 — b Vidl I I Lu 10 IVII I — I 1 11— F I I — — V-1.11 41 11 "Y' I ID:3zzrE5595qHBqKdROwR6OYzkwee-YHYGjD3lhEe5sDP6bkX970_H[Pj76bUX?CLrElywDPi 1-0-0 5-0-0 2x4 Scale = 1:17.0 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20... 244/190 TcDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-7 >988 180 BCLL 0.0 Rep Stress Incir YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-4-0, 4=64/Mechanical Max Horz 2=130(LC 12) Max Uplift 3=-94(LC 12), 2=-80(LC 12), 4=-6(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-Oto 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SqHnv7ribeca -1986-2087B T14620350 P1986B_2087-T CJ5T SPECIAL 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.13D s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:58 2018 Page 1 ID:37zrE5595qHBqKdROwR6OYzkwee-OT5ewZ4fSXmxTN-19R2OfDXR7o3Wr2jgEs5OmTywDPh 2-3-4 5-0-0 2-3-4 2-8-12 il 2x4 2-3-4 c? Scale = 1: 17.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) .. I/defi Ud PLATES --GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.06 3 >948 240 MT20 244/190 TCDIL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.08 3 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Weight: 19 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=114/Mechanical, 2=264/0-4-0, 5=78/Mechanical Max Horz 2=130(LC 12) Max Uplift 4=-77(LC 12), 2=-80(LC 12), 5=-23(LC 12) Max Grav 4=1 14(LC 1), 2=264(LC 1). 5=86(LC 3) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-8, Interior(l) 2-1-8 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE. IRMS Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not H a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MMI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B T146203 P1986B_2087-T D1 c OMMON 4 1 Job Reference (optional) Mid-Floncla Lumber, Bartow, F L. t$. 1 ju 5 viar 1 1 ZVI 0 IVII I eK I nQU51rIU5, I M. rT I Ul ZV V—Z.— 'V 10 rdy I ID:3zzrE5595qHBqKdROwR6OYzkwee-UffO8v5HDruo5VVZVjBadCR4eECQVaTjpTWqyJvvywDPg 1-0-12 ' 4-11-4 5-0-0 4X4 = 7 5 1.5X4 3X8 1.5x4 Scale = 1:30.9 LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) -0.01 - 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 60 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 7=463/0-7-4,5=381/04-0 Max Horz 7=-97(LC 10) Max Uplift 7=-145(LC 12), 5=-1 14(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-320/165, 3-4=-3171175, 2-7=4201270, 4-5=-338/209 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end vertica is. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; M\AfFRS (envelope) gable end zone and C-C Exterior(2) -1-0-12 to 1-11-4, Interion(l) 1-11-4 to 4-11-4, Exterior(2) 4-11-4 to 7-11-4 zone; end vertical left 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 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 7=145,5=114. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Datc. July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. IRAN! Ilesign valid for use only with Mi7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not F;=;i Ed a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Nfim ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cty Ply Park Sq HmfTribeca-1986-2087B T14620352 P1986B_2087-T D2 COMMON 2 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:59 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-UffO8v5HDruo5wzvj8adCR4eHCPQaTmpTWqyjwywDPg 1-0-1 5-0-0 10-M ii:___o i 1-0-0 5-M 5-0-0 "1 Scale = 1:21.9 4x4 I6 161.4 1 3x4 3X4 5-0-0 10-0-0U-1 4-M 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 P * late Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 6-13 999 240 MT20 244/190 TCDL 10.0 . . Lumber DOL 1.25 BC 0.27 Vert(CT) 0.05 6-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=484/G-4-0, 4=436/0-8-0 Max Horz 2=58(LC 12) Max Uplift 2=-1 61 (LC 12), 4=-1 48(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-495/195, 3-4=-480/203 BOTCHORD 2-6=-67/379, 4-6=-67/379 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11 Exp B; Encl., GCpi=O.l 8; MWF S (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-0-6, Exterior(2) 5-0-0 to 8-0-0 zone; cantilever left 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 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=161, 4=148. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 r— 1010312015 BEFORE USE. Design valid for use only with M!TekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-1 986-2087B T14620353 P1986B_2087-T D3 GABLE 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:00 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-yrDOLF6v-90fjg8hHs5slecqEcmzJxcziAaVrMywDPf 1-11-0 5-0-0 1 0-M 11-0-0 1 0-0 5-0-0 5-0-0 1-0-0 Scale = 1 21.9 4x4 8 7 3x4 11.5X4 1.5x4 1.5X4 3X4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.Q Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.01 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WEI 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matnx-MS Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-8-0. lb) - Max Horz 2=58(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 6 except 2=-144(LC 12), 4=-107(LC 13) Max Grav All reactions 250 lb or less at joint(s) 4, 7, 8, 6, 4 except 2=295LC 1), 2=295(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to B-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8. 6 except Ot=lb) 2=144, 4=107,2=144, 4=107, 8) n/a 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(!) connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-19M2087B T14620354 P1986B2087-T F1 ROOFTRUSS 12 Job Reference (optional) mia-t-ionaa LumDer, bartOW, f-L. 0-1-8 H P:L-d 0. 1 V 5 IVIdT I I 4U 10 IVII I — H 1—u—, It IQ. r (I — — --- -0 I-dy I ID:3zzrE5595qHBqKdROwR6OYzkwee-uEL9mx79WmGNy_14OH7Kq3ilHOHenhzG9U3cvEywDPd 4x6 lx3 = lx3 = 4x6 4x4 = 1X3 11 3X3 3x3 3x3 = IX3 11 3)(3 1 2 3 4 5 6 7 8 9 4 3 32 31 30 29 28 27 26 25 24 23 6x6 5X6 3x8 MT20HS FP 6x6 = 28-6-8 3x3 3x3 = 3x6 FP = 1 x3 11 4x4 10 11 12 13 14 22 21 20 6X6 3x8 MT20HS FP — LOADING .(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.78 24 >433 360 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -1.07 24 315 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.10 17 n1a n1a BCDL 5.0 Code FBC2017/TP)2014 Matrix-S LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD 1-11: 2x4 SP No.1 (flat) BOTCHORD 2x4 SP No.2(flat) BOTCHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 32=103310-8-0, 17=1033/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-32=-1020/0,16-17=-1019/0,1-2=-1089/0,2-3=-2936/0,3-4=-4408/0, 4-5=-4408/0, S-6=-5443/0,6-7=-6049/0,7-8=-6283/0,8-9=-6283/0,9-10=-6061/0,10-12=-5439/0, 12-13=-4405/0,13-14=-4405/0,14-15 2935/0,15-16=-108910 BOTCHORD 30-31=0/2119, 29-30=0/3732, 27-29=0/5019, 26-27=0/5842, 25-26=0/6283, 24-25=0/6283, 23-24=0/6253, 22-23=0/5845, 20-22=015016, 19-20=0/3730, 18-19=0/2118 WEBS 16-18=0/1445, 1-31=0/1446, 15-18=-1397/0, 2-31=-1397/0,15-19=0/1108, 2-30=0/1108, 14-19=-1079/0,3-30=-107910,14-20=0/896, 3-29=0/897,12-20=-811/0,5-29=-811/0, 12-22=0/574,5-27=0/575,10-22=-551/0,6-27=-541/0,10-23=0/350,6-26=0/419, 9-23=-397/26, 7-26=-605/146, 9-24=-283/400, 7-25=-203/279 0 8Icale = 1:48.6 46 — lx3 46 lx3 15 16 36 9 35 4! 6 19 18 17 5x6 6x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 186 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end vertical Is. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 25-26,24-25,23-24. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Required 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) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING Verify design parameters and READ NO rES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSliTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hnirrribeca-1 986-2087B T14620355 P1986B2087-T FlA ROOF TRUSS 5 Job Reference (optional) mia-l-ionaa LUmDer, banow, t-L. 0. 1 au b IV- , , -. -, - --u-, - - - --- -. -y ID:3zzrE5595qHBqKdROwR6OYzkwee-NQvXzG8nH4PEaBtGy_eZMHECupfNW6HP08o9ShywDPc 0-1-8 H 1-7-12 ScVe. 114"=1' 4x4 1X3 1x3 1 34 33 32 31 1.5X4 11 4X4 1 x3 11 1.5x4 11 1.5X4 11 5x6 = 4x6 3x6 FP = 1X3 11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3x4 1x3 1x3 17 30 29 28 27 26 25 24 23 22 21 20 19 18 3x8 MT20HS FP 4X6 44 3X6 3X4 = IX3 3X6 - 3X6 = 16-3-4 16-1-12 11-7-8 1F49-4 1 Vj,':4t -P 25:6-81 6- i 1_ o )ftll11-7-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid TCLL 40.0- Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.3026-27 >632 360 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.42 26-27 >459 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 18 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD 1-12: 2x4 SP DSS(flat) BOTCHORD 2x4 SP No.2(flat) *Except* BOTCHORD 18-28: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 32=783/0-8-0, 1 8=547/0-8-0, 24=1 768/0-8-0 Max Grav 32=819(LC 3), 18=590(LC 4), 24=1 768(LC 1) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-32=-812/0, 17-18=-585/0, 1-2=-772/0, 2-3=-1900/0, 3-4=-2461/0, 4-5=-246110, 5-6=-2439/0, 6-7=-1 390/88, 7-8=-1 390/88, 8-9=-1 390/88, 9-1 0=0/1 263, 10-11 =0/764, 11-13=-704/211, 13-14=-1266/0, 14-15=-1266/0, 15-16=-1180/0, 16-17=-525/0 BOTCHORD 30-31=0/1489, 29-30=0/2277, 27-29=0/2543, 26-27=0/2188, 25-26=-88/1390, 24-25=-503/202, 23-24=-1263/0, 22-23=-391/291, 21-22=-54/1092, 20-21=0/1328, 19-20=0/1005 WEBS 10-24 1041/0, 1-31=0/1049, 2-31=-997/0, 2-30=0/572, 3-30=-524/0, 3-29=0/251, 6-27=0/421, 6-26=-1 195/0,17-19=0/714, 16-19=-667/0, 13-21 =0/300, 13-22=-605/0, 11-22=0/637, 11-23=-95910,7-26=0/494,10-23=0/928. 9-24=-1371/0, 9-25=011706, 8-25=-802/0 36 9 35 1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 150 lb FT = 20%F, 1 1%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. 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) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not FXR H a system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W" truss MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply ParkSqHm/Trbeca-1986-2087B T14620356 F1B GABLE 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 0-ft8 1. 1. MI. .1 ..". , .' I .J ID:3zzrE5595qHBqKdROwR6OYzkwee-NQvXzGBnH4PEaBtGy_eZMH a7r-Z o hywDPc 0-kB Scale = 1:45.8 3X6 FP — 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 5 C.52 t! 51 V 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 FP 12-11-4 14-3.4 15-7-4 p-1 1-4 2 3-4 141 4 7 7-4 i 8-11-4 10-34 11-7-4 12-10-81,8 7-12 14,5-0 16-11-4 18-3-4 19-74 201 IF4 L2-42:4 24 1+ 54:3-4 i L7 74 1— -11 _4 4 216 1_o 6 11_41 1_o _4_,, _4_' 1-4-0 14-0 1-4-0 1-4-0 1-3-4 'q-8-8' 0-1-42 1-4-0 1-4-0 1-4-0 1 1.4 0.0-12 0-7-8 1-2-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) War! L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verl(CT) n/a n/a- 999 BCLL 0.0 Rep Stress Incr YES W13 0.03 Horz(CT) 0.00 25 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 123 lb FT = 20%F, 11 %E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 28-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 48, 25, 36, 37, 38, 39, 40, 42, 43, 44, 45, 46, 47, 35, 34, 33,32,31,30,29,28,27,26 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x3 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) 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not P=q E3 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AV" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610 Job Truss Truss Type Qty Ply Park Sq Hm[Fribeca-1 986-2087B T14620357 P1986B2087-T F2 ROOFTRUSS 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 0-1-8 H 1x3 = lx3 = IX3 11 1 2 3 4 5 4 3 P 32 31 30 29 28 27 IX3 3x6 3x6 FP = U. I JU S Mar 11 ZU113 Mi I eK InOustnes, Inc. Fri Jul ZU U9:U3 04 ZU18 Pagel ID:3ZZFE5595qHBqKdROwR6OYzkwee-rdTvBc9Q2NX5B[RSVVi9ovUnUODBbFjqZcoYj_7yWDPb 1-7-12 0+8OFZ' Sca%: 1/4"=1' 1X3 11 1X3 11 3X6 3x6 FP = 1 x3 11 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 3x6 = 3x6 1x3 = lx3 = 16 17 36 9 35 20 19 is lx3 1 2-6-14 14-1-12 9-0-4 11-9-0 1 a-6-4 16-10-12 21-11-0 1 "_ G1116421 2:6_- 7-10-8 8-5-61 , 11-7-8 11-7k12 la-4-12, 15-6-4 31 ' 1-0 14 2 "9-4 4 6- 1— 1 2 -4 1 L'! 2_15_-I 1-4-8 O 6-14 2-7-4 o-d 4 b-9-14'&7-8 1-4-8 VO 1_14 2 '_ 12 1--4_ Its- 11 2_7-- 2_61 0-6-14 0-1-4 0-1-8 0-7.8 0-6-14 0-9-14 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.01 30 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.01 30 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 18 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 150 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTCHORD 2x4 SP No.2(flat) except end verticals - WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-10-0 except Ot=length) 32=0-7-4, 18=0-7-4. lb)- MaxUplift All uplift 100 lb or less atjoint(s) 22 Max Grav All reactions 250 lb or less at joint(s) 18, 26, 22, 23 24, 25 except 32=278(LC 3), 27=613(LC 3), 21=422(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-32=-275/0, 2-3=-424/0, 5-6=0/379 BOTCHORD 30-31=0/427, 29-30=0/404, 19-20=0/267 WEBS 1-31=0/307, 2-31=-280/0, 5-29=0/320, 5-27=-529/0, 6-27=-323/0, 15-21=-336/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) oftruss to bearing plate capable of'withstanding 100 lb uplift atjoint(s) 22. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: July 20,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek91 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bel' building design. Bracing indicated is to prevent buckling of indwidual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfFribeca-1986-2087B T14620358 P1986B_2087-T F3 ROOF TRUSS 3 Job Reference (optional) Micl-Floncla Lumber, Bartow, I-L. ti.lou S mar i i zuits mi I eK inaustries, Inc. t-n jui zu uv:uj:uD zuitj vage I ID:3zzrE5595qHBqKdROwR6OYzkwee-JpOHOyA2phfypROf3PglSiKi6dVv'K—CV,rirSHGWZywDPa 1-3-0 0-7-0 1 3x3 2 lx3 11 3 lx3 43x3 Scale = 1 9.4 3x3 3x3 8 7 6 5 1 X3 1X3 11 LOADING (psf) SPACING- 1-4-0 cSI. DEFL. in loc) I/clefl L/d PLATES GRIP TC LL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) 0.00 7 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) 0.00 7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrx-S Weight: 22 lb FT = 20%F, 1 1%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end vertica is, WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1 27/Mechanical, 5=1 27/Mechanical FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTelk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - verify design P.I...t.1s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with ViTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallI MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Type Qty PlyTruss ParkSqHmfTribeca-1986-2087B T14620359 P1986B2087-T Truss F3A ROOFTRUSS 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-1-11 ------ 0-9-1 a 8,130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:06 2018 Page 1 ID:3zz 9-5q,.HBqKdROwR6OYzkwee-n?afclAga?npRbbrd6CG—Vst?lsCjfRr46lp2OywDPZ 1-3-0 0-7-0 I 3x3 2 1 x3 3 1 x3 4 3x3 Scale = 1:9.4 8 3x3 = 3x3 = LOADING (psf) SPACING- 1;4;0 CS1. TCLL 40.0 Plate Grip DO[ 0 TC 0.07 TCDL 10.0 Lumber DOL 1.D0 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.02 BCDL 5.0 Code FBC2017fTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) i X3 11 DEFL. in (ioc) I/defl L/d PLATES GRIP Vert(LL) 0.00 6 ... 360 MT20 244/190 Vert(CT) -0.00 -8 >999 240 Horz(CT) -0.00 5 n/a n/a Weight: 22 lb FT = 20%F, 11 %E BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 5, 7, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.681 82 MiTek USA, Inc. FL Cert 6634 6904 Parke &st Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verifydesign parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE. Design valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job T ss Truss Type Oty Ply Park Sq HmfTribeca-1986-2087B T14620360 P1986B_2087-T F5 ROOFTRUSS 5 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1 8 8.13U s Mar 11 ZU 18 Mi IeK I nclustries, Inc. Fn Jul ZU 09:()3:()6 ZU18 Pagel I D:3zzrE5595qHBqKdROwR6OYzkwee-n?afclAga?npRbbrd6CG—vstF I rOjear461 p20ywDPZ 1-3-0 0-10-0 3x3 2 lx3 3 1x3 43x3 Scale = 1:9.4 1 x3 11 1X3 11 1-4-8 1-4-8 i i 1-1, 3-10-0 1-4-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLIL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Hor7(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 23 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=204/0-4-0, 5=204/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33,610 Date: July 20,2018 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' Isbrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SqHmfFribeca-1986-2087B T14620361 P1986B_2087-T F5A ROOFTRUSS 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1 3x3 = 8 I .. - . v- I I I. I. . ... ... - - - ...... -'. -Y ID:3zzrE5595qHBqKdROwR6OYzkwee-FC82peB]Llvg2lAlBqjVX7P2FRCNS6V?JmmNbSywDPY 2 1 x3 11 3 1X3 11 7 3x3 = 6 3x3 — 43X3 = 5 1X3 11 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-P Weight: 23 lb FT = 20%F, 11 %E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 7, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Gable requires continuous bottom chord bearing. 2) 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNINr - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/Tribeca-1 986-2087B T14620362 Job P1986B_2087-T F6 ROOFTRUSS 1 1 Reference (optional) Mid -Florida Lumber, Bartow, FL. I 3x6 = 3X3 2 ts.iju s mar it zu ib rou i eK inaustries, Inc. --n jut zu uv:ui:ut zuiu i-age i I D:3zzrE5595qHBqKdROwR6OYzkwee-FC82peBlLlvg2lA1 BqVX7PzTRCcS60?JmmNbSywDPY Scale= 1 16.5 1 x3 3x3 3 4 3x6 5 1 10 9 8 7 6 3x3 3x3 1x3 11 3x3 3x3 3x3 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.D0 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.41 BC 0.06 WB 0.06 Matrix-S DEFL. in Vert(LL) n/a Verl(CT) n/a Hor7(CT) 0.00 loc) I/defl L/d n/a- 999 n/a 999 6 n1a n/a PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20%F, 11 %E LUMBER- BRACING- TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 9-0-0 oc purlins, BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-D-0. lb) - Max Grav All reactions 250 lb or less atjoint(s) 11, 6, 7, 10, 8 except 9=281 (LC 1) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-265/0 NOTES- 1) Gable requires continuous bottom chord bearing. 2) Recommend 2x6 strong backs, 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. AWARNING. Verify design parameters and READ NOrES ON MIS AND INCLUDED MlrEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTel<6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delive ry, erection a n d braci n g of I russes and truss system s, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 Building Component Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1 986-2087B T14620363 P1986B2087-T FT2 ROOF TRUSS 1 2 all Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:03:08 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-jOiQO—cw6clXgvlDIXEk3KxAnqP6BPv8XQWw7uywDPX 2-6-11 4-11-10 1-4-1 9-114 2-6-11 24-15 '_1 5 2-6-11 Scale = 1: 18.4 1 5x5 = 1,5x4 2 4x8 3 1.5x4 4 5X5 5 10 6 3x4 11 3X4 11 2-6-11 4-11-10 7-4- 9-11-4 2-6-11 2-4-15 195 2-6-11 LOADING (psf) SPACING- 1-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.06 8- >999 360 MT20 .244/190 TCDL 10.'0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.08 8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 111 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTCHORD 2x6 SP No.2 except end verticals. WE B S 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1614/0-4-0,6=1614/0-7-4 Max Uplift 1 0=-459(LC 4), 6=-459(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-10=-1428/410, 1-2=-2820/801, 2-3=-2820/801, 3-4=-2820/801, 4-5=-2820/801, 5-6=-1428/410 BOTCHORD 8-9=-1 128/3969, 7-8=-1 128/3969 WEBS 1-9=-786/2768, 2-9=-784/234, 3-9=-1236/352, 3-7=-1236/352, 4-7=-784/234, 5-7=-786/2768 NOTIES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 10 and 459 lb uplift at joint 6. 8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 9-11-4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00 Uniform Loads (plf) Vert: 1-5=-330, 6-10=-5 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE. D 'sign valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, notT' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type City Ply Park Sq Hmf-rribeca-1 986-2087B T14620364 J5 JACK 9 Job Reference (optional) Mid-l-loncla Lumber. Barlow. FL. c? b.-,iu s mar i i zuib mi ieK inausmes, Inc. t-n jui zu uv:u,5:uv zu its vage i I D:3zzrE5595q H BqKd ROwR6OYzkwee-Ba GoEKDYtw9Ol3KQI FIzcYUKHEqxvv0SI m4FTfKywDPW 1-0-0 5-0-0 2x4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-4-0, 4=64/Mechanical Max Horz 2=130(LC 12) Max Uplift 3=-94(LC 12), 2=-80(LC 12), 4=-6(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.0 DEFL. in loc) I/clefl Ud PLATES GRIP Vert(LL) 0.04 4-7 999 - 240 MT20 244/190 Vert(CT) 0.06 4-7 988 180 Horz(CT) 0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-D, Interior(l) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3, 80 lb uplift at joint 2 and 6 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East dlvd. Tampa Fl. 33610 Date: July 20,2018 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ing' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For genera! guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-1 986-20876 T14620365 P198662087-T J7 JACK 11 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.13u s mar 11 zuid mi i ek Industries, Inc. I-n Jul ZU IJ9:W:U9 ZU1IJ Flage I ID:3zzrE5595qHBqKdROwR6OYzkwee-BaGoEKDYtw9Ol3KQIFlzcYUFJEmYwOSim4FTfKywDPW 7-0-0 7-0-0 3X4 = 4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl.. L/d TCLL 20. 0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.14 4-7 580 240 TCDL 1 0.0 Lumberr DOL 1.25 BC 0.54 Vert(CT) 0.24 4-7 348 180 BCLL 0.0 0RepStessIn " YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-4-0, 4=90/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-1 35(LC 12), 2=-99(LC 12), 4=-8(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown. Scale = 1:21.8 PLATES __ GRIP MT20 - -244/190 Weight: 24 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11 Exp 13; Encl., GCpi=0.18; MWF S (envelope) gable end zone and C-C Extericr(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 6-11'4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3, 99 lb uplift at joint 2 and 8 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE NoM182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Ing' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Slreel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B T14620366 P1986B2087-T J7T SPECIAL 3 Job Reference (ontional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:10 2018 Page 1 ID:37zrE5595qHBqKdROwR6DYzkwee-fnqARgDAdDHFvDvcsyGC911NOeBDfS_R?k?lBnywDPV 3- 4-10-4 7-0 1_'_0 2 2-7-0 12 3x4 1.5X4 11 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 TCDL 10.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2017fTP]2014 Matrix -MP LUMBER- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=5/Mechanical, 2=339/0-4-0, 7=272/Mechanical Max Horz 2=1 75(LC 12) Max Uplift 5=-18(LC 3), 2=-97(LC 12), 7=-1 28(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-345/169 BOTCHORD 3-7=-314/359 WEBS 4-7=-425/372 Scale = 1:21.8 DEFL. in (loc) -1/defl L/d PLATES GRIP Vert(LL) 0.15 8 >557 240 MT20 244/190 Vert(CT) -0.21 8 >402 180 Horz(CT) 0.11 7 n/a n/a Weight: 29 lb FT = 20% BRACING- TOPCHORD Structuralwood sheathing directly applied or 5-7-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11 Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to -1-8' Interior(l) 2-1-8 to 6-11'4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 5, 97 lb uplift at joint 2 and 128 lb uplift at joint 7. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 — 1010312015 BEFORE USE. Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1 986-20876 T14620367 P1986B_2087-T KJ5 JACK 4 Job Reference (ootional) Mid -Florida Lumber, Bartow, FL. 1-5-0 A i 3x4 — 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:03:10 2018 Page 1 ID:3z7rE5595qHBqKdROwR6OYzkwee-fnqARgDAdDHFvDvcsyGC9110ae4xfriR?k?lBnywDPV 7-0-14 7-0-14 Scale = 1: 16.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC , 0.80 Vert(LL) , 0.15 4-7 >571 240 MT20 244/190, TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.25 4-7 >341 180 BCLL 0.0 Rep Stress Incr NO VVB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SID No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-6-7, 4=95/Mechanical Max Horz 2=1 41 (LC 4) Max Uplift 3=1 20(LC 4), 2=-1 71 (LC 4), 4=-5(LC 8) Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3, 171 lb uplift at joint 2 and 5 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44 lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 1 0=4(F=2, B=2) 11 =-1 O(F=-5, B=-5) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm[Tribeca-1986-2087B T14620368 P1986B2087-T KJ7 JACK 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:11 2018 Page 1 ID:3zzrE5595qHBqKdROwR6OYzkwee-8zOYfOEpOXP5XMUoQgnRhzzg32UIOrPbDOkakbywDPU 1-5-0 -4-0 9-10-13 5-4-0 4-6-13 Scale = 1:21.4 2x4 5-4-0 54-0 5 3x4 9-10-13 4-6-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 7-10 >999 240 MT20 244/190 TCDIL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=1 21 /Mechanical, 2=508/0-6-7, 6=338/Mechanical Max Horz 2=186(LC4) Max Uplift 4=-94(LC 4), 2=-220(LC 4), 6=-125(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown. TOPCHORD 2-3=-745/224 BOTCHORD 2-7=-322/679, 6-7=-322/679 WEBS 3-7=0/257, 3-6=-739/351 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 220 lb uplift at joint 2 and 125 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at This item has been 1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 Ito up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and electronically signed and 77 lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at sealed by Velez, Joaquin, PE4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 lb down at 7-2-11 on bottom chord. The design/selection of such using a Digital Signature. 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). Printed copies of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=11.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) Vert: 1-4=-60, 5-8=-20 on any electronic copies. Concentrated Loads (11b) Joaquin Velez PE No.68182 MiTeX USA, Inc. FL Cert 6634Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17) 6904 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekQD connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B T14620369 P1986B_2087-T KJ7T SPECIAL 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:12 2018 Page 1 ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-c9yxsLFR9rXy9W3? — NJgEA6kfSh07JVkSlU8GfywDPT 1-1-0 3-2-2 6-4-11 9-10-13 1-1-1 3-2-2 3-2-9 3-6-2 3X4 11 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 10.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- TOPCHORD 2x4 SP DSS BOTCHORD 2x4 SP No.2 *Except* 3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Max Horz 2=186(LC4) Max Uplift 5=-56(LC 4), 2=-216(LC 4), 6=-159(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-1015/400 BOTCHORD 3-8=-479/978, 7-8=-481/981 WEBS 4-8=-58/299, 4-7=-1 057/518 Scale = 1:21.4 6-4-11 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.30 3-8 >394 240 MT20 244/190 Vert(CT) -0.47 3-8 >253 180 Horz(CT) 0.18 6 n/a n/a Weight: 40 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-6-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip bOL=1.6c) 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 5, 216 lb uplift at joint 2 and 159 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 Ito down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 9-10=-20, 3-6=-20 Concentrated Loads (lb) Vert: 14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, B=-1) 99 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 ParRe East Blvd, Tampa I'L 33610 Date: July 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labricat ion, storage, delivery, erection a n d b raci n g of tru sses and truss system s, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmrFribeca-1 986-20876 T14620370 P1986B2087-T MG1 JACK 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:03:12 2018 Page I ID:37zrE5595qHBqKdROwR6OYzkwee-cgyxsLFR9rXy9w3?—NJgEA6tHSnd7likSlUBGfywDPT 3-7-8 7-M 3-7-8 3-4-8 1.5X4 11 4x4 = 3x8 11 4 4X4 = 7-0-0 Scale: 1/2"=l' LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 1-0-0 Plate Grip DOL 1.25 Lumber COL. 1.25 Rep Stress Incr NO Code FBC2017fTP12014 CS1. - TC 0.21 BC 0.52 WB 0.38 Matrix -MP DEFL. in (loc) I/def! Ud Vert(LL) -0.02 5-7 >999 240 Vert(CT) -0.04 5-7 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 Ito FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, BOTCHORD 2x6 SP No.2 except end verticals - WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=974/0-4-0, 4=788/Mechanical Max Horz 1=77(LC 10) Max U plift 1 =-241 (LC 8), 4=-233(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1209/287 BOTCHORD 1-5=-312/1081, 4-5=-312/1081 WEBS 2-5=-232/992, 2-4=-1 233/356 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) na 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ild uplift at joint I and 233 lb uplift at joint 4. This item has been 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at electronically signed and 1-0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 lb up at 5-0-12 on bottom chord. The design/selection sealed by Velez, Joaquin, PEofsuchconnectiondevice(s) is the responsibility of others. using a Digital Signature. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies of this LOAD CASE(S) Standard document are not considered 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plf) Signature must be verifiedVert: 1-3=-30, 1-4=-10 Concentrated Loads (lb) on any electronic copies. Vert: 7=-496(B) 8=-496(B) 9=-496(B) Joaquin Velez PE No.68182 MiTelk USA, Inc. Fl. Celt 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 20,2018 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11#11-7473— 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is afays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek* fabrication, storage, delivery, e rection a nd bracing of truss es and tru ss system s, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610 Symbols PLATE LOCATION AND ORIENTATION 4_13/ 4 " Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1,16 .1 t_ For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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. A= 6-4-8 dimensions shown in ft-in-sixteenths I (Drawings not to scale) 2 3 TOP CHORDS 0ry 0 CL 0 F- 0 0 IL 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEIRED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR1 988 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 Nor 110%10!011, _71 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AGeneral 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 BCS1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. RECORD COPY I U) Lu r U) 0 z 1 6 Lu z 1-- 0 0 z z Lu U) U) z 0 w w z 0 z U) 0 U) LU w —i I.— Z 0 C) z Lu w IL U) U) 0 cr < LL Lu (D z U) f— — LLI 0 W U) w c/5 cn 0 Lu J Z < D 0 b ry IT z z C14 3: D 0 Z -r W (.) U) LIJ < U) W cl. C/) U) W < 6i 0 3: 1-- 0 _j 0 _j —i Z u- < GARAGE 101-01. D 11 1 Cl'- A" g'-4" - I FIRST FLOOR 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" co 3T. c? zo c A6T 2-PLY A 5T c TCJ3T FC 4T 12",3T6'cLG. A3T- A2 Al Al Al Ai A3 A4 A5- C2 1 r CJ5 CJ3C2j C2 cl cl c 1 c 1 c 1 CJ3 CJ3 cli 12'- 8" c c T APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band i T R: U :..: SS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM= 2x4 12TOP= 2x4 6.0 PPP' 99 0 12 2" TRUSS END DETAIL SANFOP0 L 4 - HUS26 1- PLY HGR L, 11 - THA422 STRAP FLR HGR 4 55 r [D-FL ORIDA LUMBE R ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD LlUE: 20.0 1 TOP CHORD LNE q00 TOP CHORD DEAD 10.0 ITOP CHORD DEAD 12 0 BOTTOM CHORD DEAD 100 JBOTTOM CHORD DEAD 50 TOTRL LORD (PSF) Q,O I TOTAL LORD (PSF) 55.0 STRESS INCREASE: 1,25 ISTRESS INCREASE 1.0 THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LOADS GENERATED BY 140 MPH WINDS USING 42 PSF TOP CHORD DEAD LOAD AND 30 PSF BOTTOM CHORD DEAD LORD 0 MILES FROM HURRICANE OGERNLINNE. CRT 11. EXP. B ORSCE 7-0 BUILDER: 1986 - B Park Square Homes LER nDRSS 12-17 REMED —RMY TRS TRAY CLG. OPT M000-: Tribeca - B REVISION El I ii. 2'.0—E—SM P198613-T Mu JDATE I D" BY 1 -08 W N/A 16-4-17 1 Bmax I RECORD COPY City of Sanford Building and Fire Preventio' n Product Approval Specification Form Permit # #18 4 55 1 Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/ Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma - ru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FLI 5279.20 Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FIL 17499.2 Horizontal Slider Casement Double Hung Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL1 5349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 1 Categoryl Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FI-13223.2 Soffits Aloha Aluminum, Inc Coils Soffits FL16544.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FI-7006.1 Underlayments Warrior Roofing 15 and #30 Roofing Felt FI-2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 2 Categoryl Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Pace I of 32-1 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbidgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Harcicopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R8 C01 (b) Certificate of Indelpendence.l)df Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R8 Eauiv (b) Equivalency of Standards.odf I http://www.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQWtDqty3 . 2/10/2018WnHrp.. Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 10/17/2017 10/17/2017 10/19/2017 12/12/2017 Summary of Products FL # Model, Number or Name 8871.1 a. "ClassicCraft Rustic" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. Yes Design Pressure: N/A Other: See INST 8871.1 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraftIRustic" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.2 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. Description 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Installation Instructions FL8871 R8 II (b) Inst 8871.1,pdf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE (b) Eval 8871.1.pdf Created by Independent Third Party: Yes 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Inswing or Outswing Installation Instructions FL8871 R8 II (b) Inst 8871.2.1)d -- ----- Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE (b) Eva] 8871.2.Ddf Created by Independent Third Party: Yes 8871.3 7 c. "ClassicCraft" or "Class!cCraft Rustic" Series T6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX or XO) - Inswing or Outswin'g Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.r)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "Y' part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.4.pd Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Desian Pressure Ratings by FL8871 R8 AE (b) Eva] 8871,4.1)df specific Model and for any-o-ther additional use limitations Created by Independent Third Party: Yes and installation instructions (For Fibei-Classic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 1 8871.5 e. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.5,t)d Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.5.i)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDqty3 W rp... 2/10/2018 Florida Building Code Online Page 3 of 3 8871.6 f. "Fibel-Classic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesSidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ, Yes FL8871 R8 11 (b) Inst 8871.6.[Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of 'T' part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871,7.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes, Design Pressure: N/A Evaluation Reports Other: See INST 8671.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.r)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FilberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (bLLnst 8871.8.p f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8.r)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. I 8871.9 i. "FberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ss,( ClassicCraft" or "ClassicCraft Rustic" Sidelites (OXXO) - Inswing or Outswing stic, Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 11 N Inst 8871.9.[odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by. FL8871 R8 AE (b) Eval 8871.9.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) F---,-:-,l FE Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Floridalaw, email addresses are public records. If you do not want youre-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: PRO ER 0 cr-6-di Card Safe http://www.floridabuilding.org/pr/Pr_app_dtl.aspx?param=wGEVXQWtDqty3 W nHrp... 2/10/2018 SMOOTH STAR & FIBER CLASSIC FIBERGLASS INGLE DOOR INSWING / OUTSWING GENERA L NOTES WPACT" I , This product has been evaluated and is in compliance vvith the 6th Edition (20171 Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection, this product complies with FBC Sections 1609.1.2 & R301 .2.1.2 and does not require an Impact resistant covering. This product meets missile level "U' and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.). 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawling require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET# DESCRIPTION I Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 1 Buck and frame - 2X buck masonry construction 7 Frame anchoring - IX buck masonry construction 8 Bill of Materials & Components 11*75- MAX, FRAME WIDTH 11,00" MAX, PANEL WIDTH 0 id Z X 6 -i DOOR TYPE' W, IC, INSWING 37.75" x 98.00" 80.0 80.0SMOOTH STA R OUTSWING 37.75" x 96.50" 80,10 80.0 INSWING 37.75" x 98.00" 80.0 80.0FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet 8 for design pressure limitations. z P1 0 Cj -Z Z CiV z d&; 6 On z z- E on- E IfDO_ A. CzL0 9 T U) A 06 LU OD 0 L2D Q: L SCALL N.T.S. DWG. BY: DWS DR. BY: LFS DRAWING NO.: FL-8871.5 s"EE'r _L OF AA 7 () n EXTERIOR u u 1, Y, L L DETAIL A -A J -tD' 40 D.0.01,1,ANIIfar 00000000 000000000000000 e 00000000000000000000000000090000000010-- 000000000000000000000000000000000000000000000 0.0.0 0- 00B- 00-0. 000000000000000 000000000000000 L00000000.0 0 0 0 000 0 00000000 l;; 10;0--l0-0j DETAIL A -A Panel reinforcement rl " HORIZONTAL CROSS SECTION r— TYP. 4 1.53" i CORNERS OF PANEL C5 1.53" EOcq 10.(Oj 28.86% OPEN AREA MAX. NOTE: WOOD DOOR COMPONENTS: PINE JSG >= 0.42) EXTERIOR X. 27 jn 8. 6z 10 Z 0 w 0 0 1) .. z z 3 0, 02C\1 w 5 0 0 E 01 z tj A INTERIOR r2-' VERTICAL CROSS SECTION Q, 0:1A scAE: N.T.S. DWO. BY: DWS M CHM. BY.. LFS DPAW1NG NO.: FL-8871.5 M0 SHEET OF 16 2 L DETAIL A -A J b' DOOR'.P.,N11 60 cFiberclassic 00000000000000000000000000000000000000000000000000000000000 000000000000000000000000000000000000000000000 0000000000--0-1a 000000000000000000000000000000000000000000000 L00- 0-- DETAIL A -A Panel reinforcement HORIZONTAL CROSS SECTION 4.07' TYP. 4 CORNERS OF PANEL ci T 1.53" C3 10.(o 6-5) 107TOM RAIL 28.86% OPEN AREA MAX. NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.421 EXTERIOR Z, 0Z' 6; z 0; pf z 0- 0 - 0- Z c\1 xo z 6 hi 0 6 O(Lke E Oz INTERIOR r2 " VERTICAL CROSS SECTION 0 0 E: N.T.S. DWS LFS flNG NO, FL-8871.5 7 3 OF 8 rl Y2 I. N% /% Ln 40 X., Aly 0% I., 5j >o PIE z a m o a 9 8 c> .. z z. INTERIOR @\ P\ Us 5 q zo 1% m D. m18TDDC 0 EI. z I 2J 4 Zz (7 3 4 a: En EXTERIOR i 14 G A clo) E En Ld m E EDU_ 2 D EMB. (TYP.) D C, B r6 3 4 5 B CoD' 5 5 r3 HORIZONTAL CROSS SECTION 91 L Shown wl I X sub -buck L 0.15, 0,15, ro CSINK CSINK TYP.) PP.1 t8 XD4 08-- lo 10 INTERIOR INTERIOR 7 Rn 1 12 12 40 EXTERIOR1 EXTERIOR 4 DATE: 05/22/08 11 SCALE: N. T. S. 1-1/11"MIN 60 DING. BY: DWSEMB. (TYP,i E CHK. BY. LFS HORIZONTAL CROSS StCTION HORr2 IZONTAL CROSS SECTION DRAWING ND.: FL-5871.5Outswingshown - Inswing Outswing shown - insvAng EMB. (TYP.) also approved also approved SHEEr 4 oF 8 7 L Z EXTERIOR —//— INTERIOR rl-'\ VERTICAL CROSS SECTION Outswing shown - inswing also approved EXTERIOR INTERIOR r4 " VERTICAL CROSS SECTION Inswlrenconfigluraation o g , no, sheet I for "HVHZ" water infiltration requirements EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION k,. Shown w/IX sub -buck EXTERIOR INTERIOR r5-' VERTICAL CROSS SECTION in inr g ".nr'g"r.tl'ngeneralnotes, sheet I for"HVHZ"water infiltration requirements NG, A7- z 1z 0. Y.. 1-5 1 Iq ID INTERIOR EXTEi'1'b9,,,, PV io z 00n11IW z 0 z0 6 40 5 q z 10 60 6 c Lj 8 V) rz iz 36 VERTICAL CROSS SECTION conficration 2 see general no es, sheet I 0 for "HVHZ" water infiltration requirements INTERIOR EXTERIOR VERII CALOCROSS SECTION 5 Outswing confiCation see general no es, sheet I for "HVHZ" water infiltration requirements N.T.S. BY: DWS fff: LFS MG NO, FL-8871.5 T 5 or G3: L 6" ch z zon z D o 14e- o x o, TYP. HEAD & K Dz6 N o m , w1AM11 Y TYP. HEAD & MASONRY MASONRY on j 6 DQ- wt D OPENING OPENING JAMBS a) Z . ( D : 0' T o A n: FRAME-/ E J fo Cid 2X BUCK--,,. ::, C) 2XBUCK [K Q. r OR 0 e0 o D, :D: ED a] BUCKANCHORING HINGEJAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I , Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "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" dimension are not exceeded. 3. Concrete anchor table: ANCHOk: ANCHOR MIN; MIN NCE, CLEAIRA N.-C CEM1LEAIRIAN SIZE.: EMBEDMENV Y:. I, 10 ADJACENT tbGE.- ANCHQR ITW TAFCONO 1/4- 2T" 4" ELCO 1/4- V, 4- ULTRACONC WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 518" edge distance, I " end distance, & I " o.c. spacing ofIwoodscrewstopreventthesplittingofwood. 0 WE N W, 1 —0 —11 LATCH & DEADBOLT DETAIL E: N.T.S. BY: DWS EVY. LFS NINO NO.: FL-8871.5 ET OF 8 2 E Cli Ell MASONRY OPENING FRAM IX BUC HINGE JAMB CONCRETE ANCHOR NOTES: I , Concrete anchor locations at the comers may be adjusted to maintain the min. edge d[stonce to mortarjoints. 2 . concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: 11 1 .- ANCHOki I . 1.1 ANCHOR MIN-.:. MIN. i:LEARANCE :: MIN % CLEARANCE JYPE SIZE.: EMBEDMENT fdmAs6r40y.:%-: fo:AbjAuNf EDGE,: ANCHOR ITW 1/4" 1-1/4" 2- 4" TAPCONO ITW 7APCON* 3/16- 3.1 1-1/2" WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 516" edge distance, I " end distance, & I" o.c. spacing of wood screws to prevent the splitting of wood. FRAMEANCHORING Masonry I X buck construction E. (jclid STRIKE JAMB V 10 6 k1i 0 12 S; 1.0 01 z 0 W 0z xz0 Z 6 CV E K z E .t zn) C; o M W E c. A OR 1) C) U g Cf CW, z GE to 0 0- 0 LATCH & DEADBOLT DETAIL HINGE DETAIL E: N.T.S. By: DWS BY: LFS 3 NING NO.: FL-8871.5 T _L OF BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A I X BUCK SG - 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 114" SHIM SPACE WOOD D 1/4" X 2-3/,VPFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3116- X 3-1/4'PFH ITW CONCRETE SCREW STEEL J I KX 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1/2" PFH WOOD SCREW (1. 15" MIN. EMBEDMENT) STEEL I INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB (PINE) SG >= 0.42 WOOD 9 JAMB (OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM I I HINGE STEEL 12 V 0 X 3/4" PFH SCREW STEEL. 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 i18 X 2-1/7'PFH SCREW STEEL 17 8 X 3/4" PFH SCREW STEEL I8_ KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT (660) STEEL 40_ SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.077'THK. (SMOOTH STAR) Fy = 6,000 PS(MIN. FIBERGLASS 42 TOP RAIL (SMOOTH STAR) COMP. 43 LOCK STILE (SMOOTH STAR) WOODAVL 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. 46 PANEL REINFORCEMENT 0.023" THK. (SMOOTH STAR) STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.1 3T' THK. (FIBER CLASSIC) Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL (FIBER CLASSIC) COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 64 HINGE STILE (FIBER CLASSIC) WOOD 65 BOTTOM RAIL (FIBER CLASSIC) COMP. 66 PANEL REINFORCEMENT 0.023" THK. (FIBER CLASSIC) STEEL 67 FOAM CORE POLYURETHANE 4.56' q HE'AD & SIDE a Jamb r."',THRESHOLD Inswing adjustable r.' THRESHOLD Inswing self -adjust T THRESHOLD OufsMnggstandard L -- 5.85' THRESHOLD InsWng adjustable THREIHOID0 4 Outswin, coastal 95 z ipi t Do 0 8 N. C, 00 0nz N 0 0z z .0 6 n 5M 0: 6 elf 01 0n0 U co 0 E: N.T.S. BY. Dws BY: LFS ONG NO, FIL-8871.5 J 8 OF 8 L Florida Building Code Online Page I of' BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map i Links Search Product Approval USER: Public User Product Approval Meng > Product or Agolication Search > Application Lis > Application Detail R4FL # FL15332 Application I ype Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Enn il Oj MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitiinger@miwd.com Category Exterior Doors Subcategory Slid i ng'Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE L Validation Checklist - Hardcopy Received Certificate of Independence FL15332 R4 COI FLCOI.od Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/i.S.2/A440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuildin a.ora r/pr app dtl.aspx?param=wGEVXQwtDqtHS572qvdWId... 2/1/2018 1 -/P Florida Buildincy Code Online Pao,e 2 of Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 08/11/2017 08/13/2017 08/lS/2017 10/10/2017 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.pd 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 F11S332 R4 AE 510807D.I)d PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No F1-15332 P,4 11 08-00498E.pd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure- N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.Qd PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXOR ' T145-3/4"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.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 R4 AE 512968C.Ddf 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 FL15332 P.4 H 08-02249C.od Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512969C.odf' PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 11 08-02250C.pd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.pd PRESSURE RATINGS Created by Independent Third Party: Yes 1 15332.6 I SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 71 08-00499E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x9" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S332 R4 II 08-00501E.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 https://ww-w.floridabuildincr.orc, r/p_app_dtl.aspx?param=wGEVXQvADqtHS572qvdW-Id... 2/1/2018P Florida Buildin1c, Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOP, DESIGN FL1533) R4 AE S10808D.od 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 R4 !I 08-00502E.od 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 F1_15332 R4 AE 510809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ,. No FL15332 R4 II 08-00503E Qd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.E)d PRESSURE RATINGS Created by Independent Third Party: Yes F - -7 FEE Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182 The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 4S5.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email-addre'ses-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 pubric: To-ditermine if y-616-ari a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M M z ii R 99 11 cred' Card - Safe https:llww-w.floridabuildinz.orglprlpr_app_dtl.aspx?param=wGEVXQw-tDqtH8572qvdWld... 2/1/2018 NOTES: 1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEM6RANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=' 1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTIVI E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND E30RNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4--. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX REVISIONS REV ESCRIPTION A ADDED "NGE AND FIN INSTALLATION B REVISED INSTALLATION DETAILS C REVISEO INSTALLATION DETAILS MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" NOTES TABLE OF CONTENTS DRAWN: SHEET NO. DESCRIPTION V. L. !249 Rc I NOTES SCALE NTS ET I OF 10 2 3 ELEVATIONS L. ROBERTO LOMAS P. E 1432 WOODFORD RD LEWISVILLE, NO 27023 4 10 INSTALLATION DETAILS 434-668-0609 DATE APPROVED 12/10/13 R.L. 08/03/15 R.L. 06/21/17 R.L. SIGNED: 0612112017 N M I 1111fle R L E Nq 6ylvf TT OF -4 Z7ATOF L%' ZOMO''A 010. IINAI- Luis R. Lomas P.E. FL No.: 62514 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 17" MAX 1-r D.C. -1 - 6" MAX 6" MAX T-- I - 17" MAX O.C. 96" MAX FRAME HEIGHT I ] 6 " MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACTRATING 35.OPSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48112"x 95" 2. MAXIMUM D.L.O.: 44 518"x90518" HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS REV DESCRIPTION ATE APIROVED A ADDED FLANGE AND FIN INSTALLAT10N 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. CHART#1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. qFF AinTi- Q.,w-iFrr I Design pressure charl (pso Fratre Single Panel and Total Fra Width (in) Height 0 36.0 1 42.0 48.030 60.00 72.00 84.00 96.00 in) P.s NegI- P.s N.g P.s, P-aP" NagNg 84.0 40.0 58.4 40.0 50.9 40.0 40.0 42.0 788. -0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 ET2 0 15 21N 40.0 45A 40.0 40.6 37.1 37.1 F T1 -B . 1 9 1 40.0 43.1 38.4 38.4 5 035.0 35,00 cHAnT#2 WHERE WATER INFILTRATION RESISTANCE IS NOTREOUIRED. SEE NOTE 9 SHEET I Design pressure charl (pso Rat-ne Single Panel and Total Fraine Wdth (in) Height 300 36. 0 4 .0 48.0 in) 60.00 72.00 8400 96.00 Poe I Nag P..T-N.g P.. N.g Post N.g 84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 88.0 55.2 55,2 48.0 48.0 43.0 43.0 39.4 39.4 0 52.4 1 52.4 45.4 1 45.4 40.6 40.6 37.1M371 15 _0 4-3 -1t 43.1 38.4 38.4 35.0 35.0 CHA R r #3 Number of anchor locations required I'mi-ne Single Panel and Total Fraine Width (in) Height 30.0 36.0 1 42.0 48.0 in) 60.0 72.0 64.0 96.0 H&S I./antil, H&S Jamb H&S liarrib H&S jjan 84 -0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6T46 5 6 6 6 6 6 96.0 1 5 6 6 6 1 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" ELEVATION DRAWN: --- TRICVV. L. 249 SCALE NTS I DATE T 2 OF 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 434-686-0609 010-Pirlomaspe.cbm SIGNED: 0612112017 0N l, IiIIII E 4,TAT OF 0011IM0 Luis R. Lomas P.E. FL No.: 62514 6" MAX 6" MA) 17" MA O.C. 96 11 T— MAX FRAME HEIGHT 6" MAX I I 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX n r 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUTADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RA TING IMPACTRATING REQUIRED 35. OPSF NONE SEE CHAR TS # I AND #2 SHEET 2 FOR OTHER UNITS RA TINGS HARDWARE SCHEDULE A. Ill) FLAT MOUNTE HANDLE SET (99-04-145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM B. Ill) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS C. JALLIMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS I DESCRIPTION DATE PROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R. L. REVISED INSTALLATION DETAILS 06/21/17 R L. NOTES* 1. MAXIMUM PANEL SIZE: 48112"x 95" 2. MAXiMUMD.L.O.:44518"x90518" CHART#4 Number ofanchor locations required Rene Single Panel and Total Unit Width (in) I -Light 30.0 36.0 42.0 48.0 in) 60.0 72.0 8,C0 96.0 H&S I Jand, H&S Jamb 14 S Jamb H&S J.D,b 84.0 6 5 6 6 6 6 5 88.0 4 6 5 6 6 J_LT 6 6 92.0 44 6 5 B 6 1 6 1 6 6 96.0 4 6 5 6 6 1 6 1 6 6 1 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 0\\iIIIljJj 650 WEST MARKET STREET R. L 0 1" GRATZ. PA 17030 E tqg-Lp SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" 1571to? 1 — FIN ELEVATION 51 TAX OF DRAWN: Wv V.L. 249 Cc 1111IM0 Luis R. Lomas P.E. SCALE NTS JDATE 10/30/13 SHEET 3 or lo L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688 0609 r1lomas@fdomaspe,com FL No.: 62514 1/2" MIN. EDGE DISTANCE I 1 3/8- MIN. WOOD FRAMING OR 2X DUCK EMEIE ENT BY OTHERS 1/4 MAX SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1 11 I I INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. tuk,r ur>TANCE 1 3/8" MIN. EMBEDMENT 17 - 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS' REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1/4" MAX, SHIM SPACE gagini I13711 w— INTEHIOR III— EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR2X BUCK INSTALLATION SIGNED: 0612112017 M1 WINDOWS AND DOORS LLC 650 WEST MARKET STREET N\ 9, L ff '/' GRATZ, PA 17030 1, F SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FRAME INSTALLATION DETAILS TAT 14, Z 05- ;ro' 4S,, ORM'. DRAWN: G NO. V V.L. 08-02249I I C NA SCALE NTS DATE SHE" 10/30/13 4 OF 10 Luis R. Lomas P. E. L. ROBERTO LOMAS P. E 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rI1omas@1r1omaspe.cofn FL No.: 62514 REVISIONS 1 1/2" MIN I" MIN. REV DESCRIPnON APPROVED SEPARATION EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS OB/03/15 R.L. C RE\MSED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. 4 1 1/4" MIN. CONCRETE/ EMBEDMENT EMBEDMENT MASONRY BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX. OPTIONAL IX BUCK L ------- — i SHIM SPACE TO BE MIN. INTERIOR PROPERLY EDGE SECURED DISTANCE SEE NOTE 3 SHEET 1 3/16" TAPCON qm 3" MIN SEPARATION ETXTERIORINTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16" TAPCON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETEIMASONRYINSTALLATION MASONRY/ OPTIONAL 1X BUCK CONCRETE TO BE PROPERLY SECURED BY OTHERS SEE NOTE 3 SHEET I NOTES: 1 1/4" MIN. 1. INTERIOR ANO EXTERIOR FINISHES, BY OTHERS, EMBEDMENT14 NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOHDANCE WITHASTME2112 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 2 7/8" MIN 11" MIN. SEPARATION 650 WEST MARKET STREET GRATZ, EEDGEDISTANCEPA17030 y VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1 CONCRETEIMASONRY INSTALLATION 96" X 96" FRAME INSTALLATION DETAILS I 6514/1 "t'07']t7 = ETAT OF DRAWN: DWG NO" 4 OR VDIRV. L. 08-02249 C IONAX-:\,'' SCALE NTS I DAIE 10/30/13 ISHEETIS OF 10 11011111W, L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-686-0609 rjI0.aS@IrI-aSp0.c— FL No.: 62514 METAL STRUCTURE BY OTHERS 1/2' MIN EDGE DISTANCE 1/4" MAX 5 F SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I 1 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 T-- 1/2" Will EDGE DIST/ I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REY DESCRIPTION A ADDED FLANGE AND FIN INSTALLATION B REVISED INSTALLATION DETAILS C REVISED INSTALLATION DETAILS I JA" LIAV DATE APPROVED 12/10/13 R.L. 08/03/15 R.L. 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 65D WEST MARKET STREET GRATZ, PA 17030 R. L 0 f SERIES 420 SGD REINFORCED WITHOUT ADAPTER k: 96" X 96" 61itm, 4FRAMEINSTALLATIONDETAILS y Q- T49fAT OF 0 DRAWN: G NO* REV 01' 0 iR V.L. 08-02249 C 0NAt SCALE NTS I DATE 10/30/13 ISHEET5 OF 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688-0609 FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMEN 1/4" MAX. SHIM SPACE 10 WOOD SCREWS INTERIOR 0 BE SET IN OF VED SEALANT MIN. NT REVISIONS ' REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 8 REVISED INSTALLATION DETAILS 08/03/15 R. L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1 INTERIOR 1/2" MIN.. EDGE DISTANCE 10 WOOD SCREWS EXTERIOR JAMB INSTALLATIONDETAILWOODFRAMING WOOD FRAMING OR 2X BUCK INSTALLATIONOR2XBUCK BY OTHERS 1/2" MIN. EDGE DISTANCE SIGNED: 0612112017 VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC WOOD FRAMING OR 2X BUCK INSTALLATION 650 WEST MARKET STREET GRATZ, PA L 0 7, 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FLANGE INSTALLATION DETAILS SMAT OF NOTES: 1. INTERIOR DRAWN; REV 5 '0 z k0RANDEXTERIORFINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, V. L. 08-02249 C 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCAE NTS /13 s"FET 7 OF 10 DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. f432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688,0609 r1lot-s0airloinaspe—n FL No.: 62514 1/2" MIN. EDGE DISTANCE METAL --- STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE 10 SIVIS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT Im 1/2" MIN. EDGE DISTANC I— 10 SIAS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS I IA" kJAV REVISIONS REV ESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET g - L 0o - - i - i GRATZ, PA 17030 E N kp 1: SERIES 420 SGD REINFORCED WITHOUT AJDAPTER 96" X 96" FLANGE INSTALLATION DETAILS gif!At5 O)F ORDRAWN: V.L. 2249 At 1 if I i Luis R. Lomas P.E. E 10/30/13 1 S-EET El 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, N027023 434-688-0609 filomas@frloniaspe.com FL No.: 62514 1 1/2" MIN. 1 MIN. REVISIONS SE PARATION ED13E DISTANCE REV DESCRIPTION DATE APPROVED L A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. CONCRETE/ 14. EMBEDMENT 1 1/4" MIN. MASONRY EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1/4" MAX. IIX BUCK TO BE SHIM SPACE PROPERLY INTERIOR 0 SECURED MIN. SEE NOTE 3 EDGE SHEET 1 DISTANCE 3/16" TAPCON El 3" EXTERIOR INTERIOR MIN. LlSEPARATION SILL TO BE SET IN A BED OF 3/16" TAPCON — A EXTERIOR APPROVED SEALANT 3/16" TAPCON CONCRETE/MASONRY JAMB INSTALLAbON DETAIL BY OTHERS CONCRETEIMASONFLY INS TALLA TION MASONRY/ CONCRETE OPTIONAL 1X BUCKUCK BY OTHERS TO BE PROPERLY SECURED SEE NOTE 3 SHEET I NOTES: 4- 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 1 1/4" MIN. NOT SHOWN FOR CLARITY. EMBEDMENT 2. PERIMETEHANO JOINT SEALANT BY OTHERS TO BE 4. DESIGNED IN ACCORDANCE WITH ASTM E2112 4 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 2 7/8" MIN.. 1" MIN. R - to650WESTMARKETSTREET 4,- SEPARATION EDGE DISTANCE GRATZ, PA 17030 VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER //I 6 1'rCONCRETEIMASONRYINSTALLATION96" X 96" FLANGE INSTALLATION DETAILS OF' . DRAWN: DWG 110 A 01110' V. L. 08-02249 11C 0 SCALE NTS I DATE 10/30/13 SHEET 9 OF 10 11111 I. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688-0609 rilomas@lrioinaspe.com FIL No.: 62514 WOOD FRAMING —\ 1/4" MAX BY OTHERS SHIM SPACE 1 1/4" MtENTEMBED APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" MIN EDGE DISTANCE APPROVED SEAL -ANT BEHIND FIN 8 WOOD SCREW 7/16" Mit EDGE DISTAI, INTERIOR 11[l KUNIM EXTERIOR JAMB INSTALLATION DETAIL FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR2XBUCKINSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE R INTERIOR TRIM REVISIONS EV ESCRIPTION DATE: APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R. . 8 REVISED INSTAL I ATION DETAILS 08/03/15 R. L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/8" MIN. EDGE DIST. 4TRIM 1 1/4" MIN. INTERIOR EMBEDMENT L 1 /4 " EMIBED ONCRMASONRY/C BY OTHE ix BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16" 7311TAPCON EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRYICONCRETE 1/2" MIN. METAL STRUCTURE 1/2" MIN. EDGE BY OTHERS DISTANCE EDGE DISTANCE TRIM !---A 3/8" MIN. R kq 777- EMBEDMENT HOOK STRIP HOOK STRIP # 10 SELF DRILLING SCREW 10 WOOD PANEL SCREW EXTEIR31OR INTERLOCK EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE HOOK STRIP INSTALLATION SIGNED: 0612112017 2X BUCKIWOOD FRAMING MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 L 0 SA - - - - - 4i E IV SERIES 420 SGD REINFORCED WITHOUT ADAPTER 61 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. ERS TO BE2. PERIMETER AND JOINT SEALANT BY OTH 96" X 96" NAILFIN & HOOK IMSTALLATION DETAILS 4, Y;/-O'F9TAT ONAL DRAW V. L. 249 REV C DATE — SCALE NTS 1 "10 OF 10 DESIGNED IN ACCORDANCE WITH ASTM E2112 Luis R. Lomas P. E. FL No.: 62514 L. RODER fO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-.11-011 Florida Building Code Online Page I of 6 Log In User Registration H Submit Surcharge PublicationsBCISHome . ot Topics Stats & Facts F5C Staff BCIS Site Map Links Search Product Approval USER: Public Userb icmijj uiot Product Appro al Menu > Product or Aoolication Search Application Lis Application Detail 17 FL # FL15279-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated reapply 11/28/17 1: Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfteld@clopay.com Scott Hamilton shamilton@clopay.com Exterior Doors Sectional Exterior Door Assemblies Certification Mark or Listing Intertek Testing Services NA, Inc. Gary Pfuehler R Validation Checklist - Hardcopy Received. Standard ANSI/DASMA 108 ANSI/DASMA 115 ASTM E1886 ASTM E1996 ASTM E330 Yea r 2005 2005 2002 2002 2002 Florida Licensed Professional Engineer or Architect FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eguiv.od FL15279 R5 Equiv 20170809 - FBC - DASMA 115 equiv.pd Method I Option A 08/10/2017 11/29/2017 https://www.floridabuilding.oro,/pr/Pr app dtl.aspx?param=wGEVXQwtDqv-'IyVVKJZIQ... 2/1/2018 Florida Buildinc, Code Online Pac,e 2 of 6 Date Pending FBC Approval Date Approved 12/OS/2017 Summary of Products Go to Page Pagel / 8 FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051,2053,4050,4051,4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 621-G, 64G, SDP38, WINDCODE@ W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof of insicection.DdAlyprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 RS C CAC W3 Listing Intertek._pff Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 11 l0l6S5-Revl2.Qd windborne debris regions, The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBQ. Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE 1A471: GDlSP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GRlSP, GDlLP, GRlLP, ARlSP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARlLP, EDlSP, EDILP, 4132, 2132, Single -Car (up to 9'0' wide) WINDCODE@ W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with oroof of contract and 1proo of inspection.odApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.gff Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 103952-RevOl.pd windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports I Created by Independent Third Party: 15279.3 003 W3-09 DSIU-lAl7l: 9130, 9131, 9133, HDP13, HDPF13, HDPL13 7130, 7131, 7133, 8130, 8131, 8 33 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of insDection.iodApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSFI-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104175-RevOl.pd windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC), Evaluation Reports Created by Independent Third Party: 15279.4 004 W3-16 DSIE-lAl7l: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134,135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.5 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insQection.l)d FL15279 _R5 C CAC W3 Listing I tertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101820-Revl3,od Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https://www.floridabuilding.org/p-r./p app dtl.aspx?param=wGEVXQwtDqv'yVVKJZIQ... 2/l/2018 Florida Building Code Online Page 3 of 6 005 W3-16 DSIE-lA471: GD1SP, Gal I ery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR11-P, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage 6132, SFC38, MFC38 I Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ., Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 1006 W3-16 DSIU-1A171: 9130, 9131 9133, HDP13, HDPF13, HDP 13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ.- Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate Fl 15279 R5 C CAC Letter with oroof of contract and proof of inspection. pd FL15279 P.5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104028-RevOl.r)d Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL1 5279 P5 C CAC Letter with proof of contract and proof of nsoection.Dd FL15279 R5 C CAC W3 Listing Intertek.pd Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R5 II 104168-Rev0l.l)d Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F1S3: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE@ W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, S17200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure- +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.9 009 W4-09 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR21_P, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and Droof of inspection,I)df FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101308-Revl2.pd Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of ntra d ro of of insl3ection.jDd FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101652-B-RevI1.pd Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Single - Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and prco of insipection.pd FL15279 R5 C CAC W4 Listinq Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 103969-B-Rev02.pd https://v,,,,,.floridabuilding.org/pr/pr-app_dtl.aspx?param=wGEVXQwtDqv' )yVVKJZ1 Q... 2/1/2018 Flon'da Buildinc, Code OnlineI "D Page 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20 7200, 7201, 7203, 8200, 8201, 8 03 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE(D W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof of insQection.pdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Injertek.p f Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT neet the impact resistant requirement for FL15279 R5 II 104183-RevOl.i)d windborne debris regions. The product without glazing DOES Verified By: Intertek Testing -Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.od . Approved for use outside HVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W4 Listinq Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104456-Rev0l.i)d windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services -NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F1S1: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE@ W4 Garage Door 42B,48B,55S,4RST,6RST,4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV,AR5S,AR5SV,ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and Droof of insPection.pcifApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R5 C CAC W4 Listinq Intertek.od Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 300159-B-Revl6.pd windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.13 013 W4-09 PAN-21`441: G4S, GS4, Gal lery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, APASV, AR41-V Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and r)roof of inspection.1)dApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pdf Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of thebuilding code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 103486-B-RevO8.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up toIHarbor, Stone Manor_ 9'0"wide) WINDCODE(& W4 Garage Door https://www.floridabuilding.ora/pr/pr app_dtl.aspx?paraxn=wGEVXQWtDqv')yVVKJZIQ... 2/1/2018 Flon*da Building Code Online Pac,e 5 of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSFI-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AlR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 P,5 C CAC Letter with Droof of contract and oroo of inspection.pd FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 103549-RevO6,od Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 P,5 C CAC Letter with proof of contract and or Lf of insQection.pd FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101481-B-Revl3.Qdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with roof of contract and proo of insbection.pd FL15279 R5 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-S-RevO3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4_16 DSIE0-1F479: Double Skin Insulated EPS (exterior skin 27 ga. min.; Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -.Car (up to 16'0" wide) WINDCODE@ W4 Garage Door I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 018 w4-16 DSIU-IF171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirem nts of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with Droof of contract and oroof of inspection.od FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 11 103046-RevO7.r)d Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proo of insp :tjon.p f FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104169-Rev0l.[)d Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: htt s://www.floridabuildino,.org/pr' r app dtl.aspx?param=wGEVXQwtDqv)yVVKJZIQ... 2/1/2018P /P Florida Building Code Online Page 6 of 6 115279.19 019 W4_16 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; 1 Ridge/Brookstone1 interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of insDection.odApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W4 Listino Intertek.od Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other- The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104457-RevO2.r)d windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga..) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE(D-W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, ARSSV,EDSS,EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and -proof Approved for use outside HVHZ: Yes of insnectlon.Dd Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pd Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279- P.5 II 101711-B-Revl5.1)d windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page Page 1 / 8-0 0 Contact Us :: 2601 Blair Store Road, Tallahassee FL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: C-edit Card - Safe https://www.floridabuilding.orc, r/pr p d I.aspx?param=wGEVXQwtDqv'yVVKJZIQ... 2/1/2018g/p , _ap _ t DOOR MIGHT UP TO 7'V 7'r TO 9`9' VV TO HI'S' Fl mNMI Imillwill7imfillm DOOR VEM Or INTUAME!l REV DATE F-e TO I— 1 SHEET 1 OF 2 02 11/30/07 DOD 70.'w a F0_1 To 131tv 3 10 WOO/08 m TO i5iw 4 il 10/21/05 5 12 0/2000 13 0/2010 14 1/2012 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT 15 4/2012 RESISTANT GLAZING. SEE SECTION B-8 FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'xl6'. IMPACT TE STILES (SEE TASLE IFOFt OTY). ATTAIA.W RESISTANT GLAZING IS 2,1-5/8"xl4-1/8'. 3' . N GA. BARS. U-IMAS IN A 2-1-2-1 lAT%%%TwO U-BAM ON 77777771 WE U-SARS MN SECTION. EMrItilM, ll FM71 TION w I--- A OPTIONM_ WISM KEYED POSnlDN DOOR WIDTH - W-0, CUASSK' SHORT RAISED- SHOWN. lcm NO" SHORT PAM-P IS AM A -PROVED. 1144/5- SHEET SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL W AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DLTAILS. ESIGN ENGINEER: MARK —FIELD. P.E_ ILORIDA RE #48495, NC P.E. 023032, TEXAS P.E. f91513 MIDA PROO IOU DESCRIPTION ADDED EXTENDED HEIGHTS, COMBINED CLOPAY, HOLMES, AND MEAL ADDED MIN 42B. 48S. 55S ADDED MIN 4f ADDED 'CARRIAGE HOUSE* EMBOSS DOORS. UPDATED MODEL TABLE. REVISED VAND SPEED TABLE FOR ASCE7-10. M GA, W 00 ATE TO DOOR SKIN WITH PATENTED TOG-L-LOC SyStEM top. wrrom & CENrEit). s.ON A -A (SIDE MW 3" TALL U-BAR 20 GA. GALV. STEEL MIN. YEILD STRENGTH: 50 KSI u= pasn" 2" THICK _Ej 3" Tw N., 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14x5/8" SHEET METAL SHIP LAP JOINTS.-\ SCREWS. 6Vt 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) #14x5/8' 2- TI SHEET METAL SCREWS AND (4) 1/4*x3/4" SELF TAPPING If DENSITY POLYSTYRENE FOAM INSULATION SCREWS. SEE VIEW 'B". 1-5/ 1 6- THICK WITH VINYL HAIRCELL —I-" = 3" TALL . 20 CIA. GALV. STEEL U-BARS INBACKER (INSULATED MODEI-S ONLY) 25 GA. MIN. GALV. STEEL SKIN L A 2-1 -2-1 PATTERN (I.E. TWO U-BARS WITH A BAKED -ON PRIMER, ON BOTTOM SECTION, ONE U-BAR ON NEXT Ll/4'.3/4' SELF TAPPING SCREWS AND A BAKED -ON POLYESTER SECTION. ETC.). EACH U-BAR ATTACHED TOP COAT APPLIED TO BOTH WITH (2 SIDES OF STEEL SKIN. ]fj] PER Sll LOCATION. DOOR —OR THE TE_ A =. = V ON m,I_D,NO' 2) DODIt HAI r wivrH IN -$ m ZONL 3) EVOSM CATEGORY jj.c'+.C.D xc 2. C a 13 GAL CALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) #145/8" SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF & -24.5 PSF TEST LOADS: +30.0 PSF & -37.0 PSF WNDI D M "AX* DOOR SIZE- clopay MPC: IPAN-21`153 w4". 16'0-W x 16-0-H B585 DUKE 1/3/97 DESCRIPTION, CLASSIC AND CH RIP STEEL PAN ii1ding Products MASON OH Z 6Z DRAVN BY. JAC DOUBLE -CAR, 16'W +24/-24.5 PSF impany - ( 513) WO-4800_ CHECKED BY, I VER, Cl.p.y C.1p..V- All Rfghb. R-d. mww 101711 IBC ROO WAL 15279) TARREAGE HOLIE' RALUOI PANEL. S ARS NGIIG_S 25 GA 25 GA INS O_DPAY Gm, I msv, GALLJERY,_ NOL.HESAIMITRY0 CARRIAGE HOUSE, N`Gm SOT]INS 1. OF U-11011 UP TO TV i i 1 ".1 Tr TO OVya -H-9, I 1, SCREWS . BE COUNTEMU I1E`Q jREB`) HK BUY NOT TO P VE A RUSH 9,07IV91-Tu le.31 67 9U MOUNTING SURFACE. ZONEW"M DO TRANSFER LOAD. NO, H 12`6' TO 14V 11- TO II'V a9 1214 1, SLIEUE (2.000 PSI MMR I' M"=. 1610, 0FMAXSECTIM-m-W. PA. 15 WITH SLEEVE OR4_- TAPOGN SCREWS ON 17- CENTERS (2,000 PSI MON. CONOREM OR S' CENTEGIS (0-0C ), V O.D. WASHERS REQUIRED WITH TMOONli. ANCHORS Uky BE COUNTERSUNK ItT NOT REQMUTO PRaADE A rLUSHMOUNTINGSURFACEHORIZONTALESGONOTPERLOAD. NEQUIUMONS REFER TO D% 71r-101. A UCENSEV DESIGN BE: Em UOYED TO APPH.IE &TERMAm FASTENER!; CON"CURATKNIS, sno, mouLONG w DOOR Auzxt Do sumn 2.6 YELLOW PIKE MISS- - 11" — — - -11 I 1vww01/1O 0 GA. MV STEEL INTEIL STUE- IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 10 171 1 -A SECTION B-B (IMPACT- RESISTANT GLAZING OPTION) OPTIONAL DECORATNIE UUOVPU-RE HIGH BQNN) TAPE w INSERT O_ AND —Am. I -GRAM SIEGEL IMPACT w 17. SUN AmO "MAO. HE-,ECE WE— -MYSTYPERE . FASOGITD To — WIN 10) 06 3/4- PAN IKCHINE SGR- Swo FRONT E. AM Tilt ENMtE Com SEMBLY ksm N oowpuANCE WITH THIS SECTION MEETS IHE WIND LOAD REQUIREMENTS OF THE FLORIDA EUGURNO CO AND ORTHNIAnONAL BUILDING CODE &M I= THE 04PACT-RESISIANT RECUIREMENTS (REF. CHAPTER IS FIC/19C). STANDA.RD ASSEMBLY DETAILS R. INIG 10 171 1 -13, 1 SEC_n0N B-B (NON -IMPACT RESISTANT GL6ZING O"ON FRONT FRAME WITH UX COMING ON OLITSIDE SURFACE NOTE THAT FROND FRAME IS NAPROM THAN IMPACT -RESISTANT FRMIE. GLAZINO GILDED Imm UTE RETAINER. jaalV PANN HEAD SCREW. RUCTION: OPnONAL SSG. DSO OR b. UTESovn,ML ACK" Owd 5 PL, xOUTE oFnx OR LMME OP APPMM OC2 PLASM IN ACCORDANCE WITH ISO/FBO 21. WE ENTIRE DOMR ASSEMBLY INSTALLED IN CGUTLjAUCE WIN THIS SECTO NUTS THE WIND LOAD REGUMEMENIS OF THE FUG"Ok BUT no CODE OR IMENNAMNAL BUILDING CODE BUT DOM-= THE IMPACT RESISTANT REOUNI.- R WINDBORNE DOWNS REGIONS REF. CHAPTER is mpm), SHEET 2 OF 2 11%,-'1 'ATE DESCRIPTION I SEE RWSION HISTORY ON SHEET ONE WITH ONE SCREW 11 rq 1 18 GA. 0AU1. EACH PER ROUND PUSHRUT ___ HINGE FASTENED, TO STILE, CONC PER ROLLER) WPA 4" SHIGET 2 V. STEEL TRACK FASTIONIED TO 14 "NICK. EACH _E TOGALYEN-KM7F,1, END SIXES WITH (4) 0r44/V H BRAUMET SHEET14.5 a. MAL SCREWS AND, (4) TWO I/F" 1/4%13/tV TAPPM SCREW!L SA 2* 10 BAIJI SHORT STEIA ROLLER WITH STEEL. ON NYtCN Ym HM' THE DESIGN OF THE SUPPORTING STRUCTURAL 0"OND, SHALL BE THE RESPONSM OF THE PROFESSIONAL OF RECORD PON THE BUILDING OR STRUCTURE AND IN DANCE WITH CURREN1` BUILDING 00013 PON THE LOADS LISTED ON THE GNAWING NOTE: TRACK CONFIGURATION A13OVE THE DOOR OPENING DOES NOT AFFECT THE ININD LOAD RATING OF THIS DOOR. HORIZONTAL TRACK SUPPORT By DOOR FWAUEN (TO SUIT) S' TALL DOORS AND UNDER K.-I SYGE, FLA. LHR TOP BRACKET M FASOISEB 1p WDOG "A"" WITH 3) 5/10r.1-5/8 WOOD LAG SCREWS_ 01DOUBLE HORIZONTALiTRACK IF 15 DOUBLE TRACOPTION 2' G&V_ 51111 TRACK v MIN. TRACK THICKJAESS: 1. 2-1/2*02 GA. CAM STEEL TRACK GRAciEt. 4) IN" BRACKETS P0 SIM IDW DOORS OVER r TALL ___- " 13 GAM STE30- FLAG BRACKET. Er F M WOOD 9 WITH S/ I _51r LAG SCREWS. 2' GALV. STIU TRACK TRACI, TWICXNE. .056" UK MPC: PAN-21`153810payDATE. 1/3/97 ION ENGINEER: MARK WESTER.., P.E. 8585 DUKE 00 RIDA P.E. 048495. Building Products MASON. OH 450ib DRAWN BY, JAC P.E, 02.3832, Company (513) 770-4800 — AS P.E. 491513 _CHECI(ED BY. ORMA PRODUCT APPROWAL 15270 9 - 1 0 11" 12: ISOM FOR DOORS O 12--g- HGH. TRACK CONFIGU ON SHALL NOT EXCEED MAXIMUM SPACING M. CGHISURT FACTORY FOR MORE DETAIL IF ROD. DESIGN LOADS: +24.0 PSF & -24.5 PSF TEST LOADS: +36.0 PSF & -37.0 PSF WINDLUAD RATING MAX DOOR SIZE. W4 i 6'0"W x 16WH DESCRIPTION, CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16*W +24/-24.5 HFfNUMBINt- 101711 IBC Florida Buildior Code Online Page 1 of 4 ZZ, BCIS Home f Log In User Registration HotTopics SubmitSurcharge Stats & Facts Publications FSC Staff BCIS Site Map Links Search Product Approval USER: Public Userd,'byr Product Appro af Menu > Product or Application Search Application Lis > Application Detail 13, FL # FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPP. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived 77 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category 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 Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 7— Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/l.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 01/15/2018 01/15/2018 01/21/2018 Yea r 2011 2008 2011 I https://v,-ww.floridabuilding.orc,/pr/p_app—dti.aspx?param=wGEVXQwtDqtCUGovjQiz6B... 2/1/2018 Flon'da Building Code Online Pao,e 2 of 4 Summary of Products FL # Model, Number or Name :jKe.ription 17499.1 1185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact 4) - odApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Imipact (5) Done.r)dDesignPressure: +55/-5S Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) lmnac 3).pdbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flance) Imnact 4),i)d Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-025458.r)d Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513321B-3.j)d Created by Independent Third Party: Yes 17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)El726.01-109-47-RO 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11),Qd FL17499 P.3 C CAC MI Windows - 185 SH (Fin) (12).PdDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other. R-PG60 10).r)d Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 II 08-02549B.I)d Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513327B-4.pd Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)El729.01-109-47-RO 185 SH (FLG waiver).odApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI WindoWs - 185 SH (Fin) (13).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14),odDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flance) Other: R-PG60* 11)Pcl Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 11 08-02550B.pd Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328B-5j)d Created by Independent Third Party: Yes 17499.4 185 SH 36x7l Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042522).DdApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-67 04/25/2022 Other: R-PG60* Installation Instructions FL17499 R3 II 08-03163.pd Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.[)d Created by Independent Third Party: Yes 17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17499 R3 C CAC MI Wi dows - 185 SH (Finj Impac 2).Dd Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impa https://www.floridabuilding.org/Pr/p_app_dtl.aspx?param=wGEVXQwtDqtCUGgvjQiz6B... 2/1/2018 Florida Building Code Online Pa-e ') of 4 Design Pressure: +55/-55 3).od Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flance) Impac 2)-odbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flance) Impac 5).od Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-02544B-l.pcLf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5!332OB-1.[)d Created by Independent Third Party: Yes 17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13362)El725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-SX84 R60(100918),pdApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).pdImpactResistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).r)dDesignPressure: +60/-60 FL1 7499 R3 C CAC MI Windows - 185 SH (Flange) (9). odfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 II 08-02546B-2.pd Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513322B-2.acLf Created by Independent Third Party: Yes 17499.7 18=5 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 3), DdApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 4).pdDesignPressure: +50/-50 Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SH-jripjg_(Flanoe) 3).pd! FL17499 R3 C CAC MI Windows - 185 SH Triple (Fiance) 4). pd Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02548B.nd Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513324B-6.od Created by Independent Third Party: Yes 17499.8 106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 3)-odApprovedforuseoutsideHVHZ: Yes Impact Resistant; No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 4) - pdDesignPressure: +45/-45 Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) 3).pd! FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.r)d Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513323B-7.1)df Created by Independent Third Party: Yes F---7- FEE] Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Prwacy Staterne :: Accessibility Statemen :: Refund Statemen https://w-ww.floridabuildinc,.orc,/pr/pr app dtl.aspx?paraxn=wGEVXQw-tDqtCUGcvjQiz6B... 2/1/2018rD Florida Building Code Online Page 4 of 4 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 l ectron ic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a pe rsonal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M 92 F®RM E 0 Dedt Card safe https://www.floridabuildino,.orcr/Pr/p_app dtl.aspx?param=wGEVXQwtDqtCUGgvjQlz6B... 2/1/2018 NOTES: 1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF.THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST 13E 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 REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS REV DESCRIPTION DAI E AP ROVED A REVISED ANCHOR SPACING & CHARTS 07/11/15 R.L. B REVISED GLASS 10/02/17 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGIH 10 ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 1 8. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A, WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OOOPSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 5063—T5 FU=30KSI .048" THICK MINIMUM MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT TABLE OF CONTENTS NOTES SHEET NO. DESCRIPTION DRAWN uwG No. 1 NOTES N.G. OB-02549 2 — 3 ELEVATIONS SCALE NTS I DAT 12/29/14 SlIELT 1 OF 11 4 — 10 INSTALLATION DETAILS L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 11 COMPONENTS 434-688-0609 rflo—L&Irlo—spe,com SIGNED: 1211412017 R. Lo 0 ?5tf OF -_Q_ REV 4003t"_A O/ONAL 01/111111\\0 Luis R. Lomas P.E. FL N . .: 62514 X FRAME WIDTH 52" MAX FRAME WIDTH 2" MAX -F 1 6" MAX O.C. 2" MAX 2" MAX — 16" MAX D.C. 2" MAX 2 _rAX__ 1 16" MAX D.C. 72" T_ MAX FRAME HEIGHT 2 16" MAX 0. C. 72" MAX FR ME HEI HT 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE& FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACTRATING L60.0PSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51 " X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2", HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETINE BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS REV DESCRIPTION DATE AP ROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L. 0 REVISED GLASS 10/02/17 R. L. CHART#1 Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 1 3U.00 36.00 42.00 F-48-00 52.00 in) HeadTiamb Head Jamb Head I Jamb Head I Jamb Head Jamb I Head I Jamb I Head I Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5-4 5 4 5 4 60.00 2 5 3 5 3 5 21 5 4 5 4 5 4 5 66.00 2 5 3 5 3 5 3 5 4 5 5 1 5 72.00 2 6 3 6 3 1 6 6 4 6 1 1 6 1 4 6 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE & FINLESS ELEVATIONS DRAWN: I R_ 549 B IT 2 OF 11 L. ROBERTO LOMAS P. E 1432 WOODFORD RD LEWISVILLE, AID 27023 434-666 0609. rjI0masC&IrIomasp9.coi7i SIGNED: 1211412017 0\1cR. Lo rEN .-Yq .p Tr0 5 A T OF Q z 0 0 N A 1- 1/11111II10 Luis R. Lomas P.E, FL No.: 62514 M FIR HE 52" MAX FRAME WIDTH 2" MAX — 10" MAX D.C. 2 AX 10 MAX D.C. T- 2" AX AVE IGHT 52" MAX FRAME WIDTH 2" MAX 2" MAX 10" MAX D.C. 2" MAX 2" 10" MAX D.C. T- 72 MAX FR HE[ ME HT IL REVISIONS DESCRIPTION I -TE I "I'll-I'D REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L. REVISED GLASS 10/02/17 R.L. CHART#2 Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 in) H&S lYa—mb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 6 3 5 4 5 5 5 5 5 6 5 6 5 4 002., 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3U 6 3 6 4__ 6 5 6 5 6 6 6 6 6 610.0000" 3 7 3 7 1 4 7 7 5 7 6 7 6 7 66.000 3 8 8Hjj 4 8 5 8 5 8 6 8 6 a 2 1 3 8 54EE 5 8 6 8 6 8 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FININSTALLATION SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACTRATING 60.OPSF NONE SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 0 NOTES: 650 WEST MARKET STREET - 41Y 1. MAXIMUM SASH SIZE: 51" X 35". GRATZ, PA 17030-0370 2. MAXIMUM SASH D.L.O.: 47 5/B" X 32 1/2", SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5z- 3. MAXIMUM FIXED D.L.O.: 49 3/6" X 32 112". 52" X 72" NON —IMPACT i-A fAfFINELEVATIONS OF Q Z DRAWN: DWG NO, REV 40RM N. G. 08-02549 B 0 N A I SCALE NTS IDATE 12/29/14 1 SHEET 3 OF 11 0111110 14ARDWA RE SCHEDULE L SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL L. ROBERTO LOMAS P.E. Luis R. Lomas P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 1B. 1(2) BLOCK AND TACKLE BALANCE AT JAMBS 434-688-0609 riloniasL@Irfomaspe.com FIL No.: 62514 2" MIN EDGE DISTANCE WOOD FRAMING OR 2X DUCK BY OTHERS 1 1/4" MIN. EMBEDMENT BACKER ROD APPROVED 1/4" AA SEALANT Y\'1Hl. M S P A C E 10 WOOD SCREW INTERIOR EXTERIORk BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN EMBEDMENT 1 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X DUCK BY OTHERS REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED ANCHOR SPACING & CHARTS 07/1 1 /16 R.L. B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR2XBUCK INSTALLATION SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC l!IIIIfI111l11 650 WEST MARKET STREET r P, - L 0N, U rmGRATZ, PA 17030-0370 Nq 0SERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS TAT""" DRAWN: N.G. 10NAl. 111111110SCALEDATE _TNTS 4 OF 11 I Luis R. Lomas P.E. L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 434-688-0609 IIorDas@)rI..asp- FL No.: 62514 REVISIONS 1/2" MIN REV DESCRIPTION APPROVED EDGE DISTANCE METAL j A REVISED ANCHOR SPACING & CHARTS 40 IE STRUCTURE 8 REVISED CLASS 10/02/17 R.L. BY OTHERS 1/4" MAX. SH1 M SPACE APPROVED SEALANT 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING INTERIOR SCREWS x 1 MIN. EDGE DISTANCE EXTERIOREXTERIORNMETAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL BACKER ROD L SEALANT APPROVED SEALANT 1/4" MAX, SHIM SPACE METALL STRUCTURE SIGNED: 1211412017 BY OTHERS MI WINDOWS AND 'DOORS, LLC 650 WEST 0 R L 0 1// MARKET STREET GRATZ, PA 17030-0370 E IvqVERTICALCROSSSECTION METAL ST13UCTURE INSTALLATION SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0" 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS 7:-A TAT OF 0NOTES: D RAWN: DWG NO. REV OR M1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. N. G. 08-02549 8 44"10NAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE CALE NTS I-E 12/29/14 1 SHEET 5 OF 11 MIIIIII10 DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS RE f432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688-0609 r1lomasontfornaspe—n FIL No.: 62514 L REVISIONS 2 1/2" MIN. REV G' SEDGEDISTANCE DESCRIPTION CONCRETE/MASONRY 7 A REVISED ANCHOR SPACING & CHARTS BY OTHERS 8 REVISED GLASS 1 1/4" MIN. OPTIONAL IX BUCK EMBEDMENT 1 1/4" MIN. SEE NOTES 3 — 7 SHEET 1 EMBEDMENT CONCRETE/MASONRY 1/4" MAX. BY OTHERS SHIM SPACE 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16" TAPCON 3/16" TAPCON INTERIOR INTERIOR T. . . . . . . . . 2 1/2" MIN. EDGE DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCK SEALANT EXTERIOR SEE NOTES 3 — 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLA TION SILL TO BE SET BACKER ROD APPROVED IN A BED OF APPROVED SEALANT STRUCTURAL SEALANT OPTIONAL 1X BUCK 1/4" MAX. SEE NOTE 3 — 7 SHIM SPACE SHEET 1 CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONGRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Ml WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAWN: N. G. 1-02549 SCALE NTS _T 11TE 12/29/14 TTHEET 6 OF 11 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 r1lomasCbIrloniaspe.com DATE PPROVED 07/11/16 R. L. 10/02/17 R. L. SIGNED: 1211412017 0%jIiIIHjj///// R L o 1'\Q .(pIV&' T Tl w 0 OF REV B 110NAILIIIIIIIII,\0 Luis R. Lomas P.E. FL No.: 62514 REVISIONS 1/2" MIN EDGE DISTANCE REV A DESCRiPTION REVISED ANCHOR SPACING & CHARTS DATE APPROVED 07/11/16 R.L. WOOD FRAMING B REVISED GLASS 10/02/17 R.L. OR 2X BUCK BY OTHERS BACKER ROD V114" APPROVED MAX. SEALANT SHIM SPACE 1 1/4" MIN. 1/4" MAX. 10 WOOD SCREW EMBEDMENT SHIM SPACE 1/ 1 2 MIN INTERIOR INTERIORNTERII EDGE DISTANCE T-1 Xl1lh10WOOD SCREW JWOODFRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVEDEXTERIORkSEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL BACKER ROD SEALANT APPROVED SEALANT 1/4" MAX. SHIM SPACE SIGNED: 1211412017 WOOD 17RAMING OR 2X BUCK MI WINDOWS AND DOORS, LLC 0BYOTHERS650WESTMARKETSTREET GRATZ, PA 17030 —0370 4fyN'q' p SERIES 185 ALUMINUM SINGLE HUNG WINDOW VERTICAL CROSS SECTION 52" X 72" NON —IMPACT TATWOODFRAMINGOR2XBUCKINSTALLATIONFINLESSINSTALLATIONDETAILSA . OF 'QZ 4, NOTES: DRAWN: DWG NO. REV 0 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN N.G. 08 02549 9 10NALFORCLARITY. 2. PERIMETER AND JOINTSEALANT BYOTHERS TO BE I SHEETSIALENTSDATE12/29/14 7 OF 11 1111111110 DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E. 434-688-0609 r1lo—Cawrlomaspe.conj FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 4 1 1/4" MIN. OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET I 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16" TAPCON INTERIOR EXTERIOR 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS 3/16" TAPCON REVISION$ REV, DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 6 REVISED CLASS 10/02/17 1 R.L. OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 4" MAX, ISHIM SPACE INTERIOR 2 1/2" MIN. EDGE DISTANCE EXTERIOR Allq8ACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION MD6 SILL TO BE SET BACKER ROD IN A BED OF APPROVED NOTES: APPROVED STRUCTURAL INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SEALANT SEALANT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OPTIONAL IX BUCK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112 SEE NorE 3 — 7 SHIM SPACE SIGNED: 1211412017 SHEET 1 A, T MI WINDOWS AND DOORS, LLC 0%IlIIIf11j1t11 CONCRETE/MASONRY 650 WEST MARKET STREET GRATZ, PA 17030-0370 S - LO 1; BY OTHERS 14 IT .,p SERIES 185 ALUMINUM SINGLE HUNG WINDOW Z::*' AD 5 4, 52" X 72" NON —'IMPACT 4 FINLESS INSTALLATION DETAILS iftTAT OF 0. Zzl DRAWN: DWG NO. ORM VERTICAL CROSS SECTION N.G. SCALE 08-02 iIS, . . . . S 1/ /O A`i_ CONCRETEIMASONRY INSTALLATION SHEET 9NTSI-E 12/29/14 OF 11 IL. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P. E. 434-688-0609 rflomasLWIrloniaspexom FL No.: 62514 1 1/4" MIN. REVISIONS APPROVED EMBEDMENT REV DESCRIPTION IME ISEALANTWOOD BEHIND FIN FRAMING A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L. BY OTHERS B REVISED GLASS 10/02/17 R.L 1/4" MAX. SHIM SPACE 7/16" MIN EDGE DISTANCE 8 WOOD SCREW WOOD FRAMING 1/4" MAX BY OTHERS SHIM SPACE INTERIOR 8 WOOD SCREW INTERIOR 1 1/4" MIN. EMBEDMENT APPROVED SEALANT EXTERIOR BEHIND FIN 7/16" MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X RUCK INSTALLATION 8 WOOD SCREW NOTES: 1/4" MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 7/16" MIN j SIGNED: 1211412017 EDGE DISTANCE MI WINDOWS AND DOORS, LLC I 650 WEST P" LOAPPROVEDWOODMARKETSTREET GRATZ, PA 4i E NqSEALANTFRAMING 17030-0370 Lp BEHIND FIN 1 1/4" MIN. BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW u 7:: 0 LIVItIrUIVILINII 52" X 72" NON —IMPACT VERTICAL CROSS SECTION FIN INSTALLATION DETAILS k " TAT OF WOOD FRAMING OR 2X BUCK INSTALLATION DRAWN DWG NO. REVT 0 ORM N.G. 08-02549 S, ONAl- SCAL DATEENTS 12/29/14 sHEET 10 OF 11I' I/ljjjItl0 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688-0609 110 a pld-aqpe.c.. FL No.: 62514 METAL STRUCTURE BY OTHERS APPROVED SEALANT 2" MIN EDGE DISTANCEr ' 1/4" MAX. SHIM SPACE S OR SELF DRILLING SCREW INTERIOR EXTERIOR / I I I I I BACKER ROC APPROVE[ SEALANI METAL STRUCTURE BY OTHERE VERTICAL CROSS SECTION METAL STRUCTURE IJVSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE REVISIONS REV DESCRI TION1 A REVISED ANCHOR SPACING & CHARTS 8 REVISED GLASS 1/4" MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS T_ 1/2" MIN. EDGE DISTANCE I EXTERIOR METAL BACKER ROD STRUCTURE APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON --IMPACT FINLESS INSTALLATION DETAILS G NO. N. G. 08-02549 DRAWN: SCALE NTS IDATE 12/29/14 1 SHEET 8 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 414-15.-0609 m.@Irlomaspe.com DATE APP OVED 07/11/16 R. L. 10/02/17 R.L. SIGNED: 1211412017 9 L 0 0;19 5 f 0. _ 1 S AfrO'F p 0 Pq A L Luis R. Lomas P.E. FL No.: 62514 r 2 3/16" 13/16" ' T J' FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5.050"THICK 2 5/16" 3 3/8" L 3E FRAME SILL CM- 18502 ALUMINUM 6063-T5.055" THICK 1 1 5/8" r EFF ILE CM-18505 ALUMINUM 6053-T5.062" THICK rl A 71AIr, PPA n RIGID W.W THICK 1 7 8 2 3/16" FLANGEFRAMEJAMB CM-18503 ALUMINUM 6063-T5.050" THICK 2 5/16" 2 13/115" L7i- FINLESS FRAME SILL CM- 18554 A L UMINUM 6063- T5.055' THICK 1 7/16" 2 5/16" L SASH BOTTOM RAIL CM- 18555 ALUMINUM 6063-T5.050" THICK 1 -11 15/16" T-1, SASH STILE CM-18507 ALUMINUM 6063-T5.050"THICK 2 3/16" 1 5/16" I HEAD CM- 18553 A L UMINUM 6063- T5.050" THICK 1, 3/8'- T- 2 3/16" L FINLESS FRAME JAMB CM- 18513 ALUMINUM 6063-T5.050" THICK 2 5/16" 2 3/16" - 3 3/4" L2 5/16" FIN FRAME HEAD CM- 18509 CM-18508 ALUMINUM 6063- T5.055" THICK ALUMINUM 6063-T5.050* THICK 2 3/ 2 3/16" 2" L L AfPPTIAIt' r7AII FIN FRAME JAMB CM- 18504 ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5.055" THICK REVISIONS DESCRIPTION DATE 111111.1E. REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L. REVISED GLASS 10/02/17 R.L. 5/8" - 1/8" ANN. - 1/8" ANN, 1/8" ANN. 090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER EXTERIOR INTERIOR 1/2" BITE Fp- — SILICONE I SEALANT SETTING BLOCK 0- 1 A 71AIt- nl TA 11 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON-lMPACT COMPONENTS DRAWN: DING NO. N.G. 1 08-02549 SCALE NTS I DATE 12/29/14 ISHEF11 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688_0609 ritonias@irlomaspe.com SIGNED: 1211412017 oW I 0 0 ?6V -*Ei A ItAfeO'F TEV B bNAIL Luis R. Lomas P.E. FIL No.: 62514 Florida Building; Code Online Pap 1 of 3C t BCIS Home 1, Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Product ApprovaldbQwUSER: Public User Product Approval Menu > Product or ADolication Search > Application Lis > Application Detail X FL # FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 7 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 7611 Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 Yea r 2011 2008 https://www.floridabuildino,.oro,/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018 Florida Building Code Online Page 2 of ' ) qummnm nf Prnrlurtq FL # i d:-:1:, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.pdf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.pdf Impact Resistant, No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R9 II 08-02357B.od Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLlS349 R9 AE 513124B.pd Created by independent Third Party: Yes 15349.2 --t,-85PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.r)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-S5 Installation Instructions Other: R-PG55 FL15349 R9 II 08-02949.1)d Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513783.pdf Created by Independent Third Party: Yes 1S349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.pd Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 11 08-02948.od consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 513782.1)d Created by Independent Third Party: Yes 15349.4 1185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.[)df Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R5S, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.lod annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with S/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE S12278B,I)df Created by Independent Third Party: Yes 15349.5 1185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.pdf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.od consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 512277B.od Created by Independent Third Party: Yes FB.7- F.--11 Contact U :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessiloility Statemen :: Refund Statemen https://www.floridabuildiner.orc,/p-r/nr p dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018ap Florida Building Code OfflineI Paae of 3 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 electro nic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questior s, please contact 850.487.1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M W] li-_= M Cre6,t Card Safe https://www.floridabuilding.org r/pr app dtl.aspx?param=wGEVXQw-tDqtH8572qvdwI... 1 /33 1 /2 0 181/P NOTES: 1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 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 REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS I DESCRIPnON DATE AP ROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASON RY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OOOPSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (. 048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 - 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. R L o GRATZ, PA 17030 p 75, 0 610 y0F_' SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT NOTES A TaAT of - 0 ' c 0 R 0"t 0/0NAl_ 'Ml' Luis R. Lomas P.E. FIL No.: 62514 DRAWN: J.L. DING NO. 08-02357 R B 09/03/14 1 SHEET 1 OF 12 IL. ROBERTO LOMAS P. E. 1432 w000rORD RD LEWISYILLE. NC 27023 434-688-0609 r1lomaso4floniaspe—m 6" MAX 6" 1 rAX_ 18 72 1/2" MAX FRAME WIDTH 18't MAX D.C. 1 1 6" MAX MAX O.C. T__ 71 1/2" MAX FRAME HEIGHT 00 REFER TO CHARTS ------SERIFq 185 ALUMINUM FIXED WINDOW I EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX —r i 1-- 1 B" MAX O.C. 6" MAX 6" JDT__ 71 1/2" 18" MAX MAX D.C. FRAME T_ HEIGHT REFER TO CHARTS—' SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACTRATING 60.OPSF NONE NOTES: 1. MAXIMUMD.L.O.: 69314"X68314" REVISIONS DESCRIPTION APPROVED REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS 10/27/16 R.L. CHAPTAII Number of anchors required (wiihout rigid filters) Frame Frame widtli (in) Height 24.00 30.60 36.00-, 1 42.00 1 48.00 1 5400 1 60,00 66.00 1 72.50 Im) HAS Jamb HAS Pa b HAS ambl HAS P.,mbI ASHAS amb HAS J.,nbI HAS Pamb HAS L2 HAS 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 1 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3JH 3 4 3 4 3 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5- 3 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 a 6 3 5,V00 2 4 2 4 3 4 3 4 3 4. 4 4 5 4 6 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 S r, 7 5 l 4i1i2 4 3 5 3 1 3 1 6 6 6 7 6INE2352535316134 '+' S 7 1 6 7 7 7 CHART#2 Number of anchors required (wifh rigid fillers) Frame Frame idth (I.) Height 24.00 1 3000 36.0036 1 42.00 1 4800 1 54.00 1 60-00 1 66.00 1 72.50 HAS P.nlbI Hg!. Jamb HASS P—bl HAS Pamb HAS P.mbj HAS P.mb HAS Jambl HAS P—lb HAS Jamb 24.00 2 2 1 2 2 3 1 2 1 3 2 3 1 2 1 4 1 2 4 2 1 4 2 5 2 30.00 2 2 1 2 2 3 2 1 3 2 3 2 4 1 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3 4Z 00 2 3 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3 00 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3 14 DO 2 4 4 3 4 4 4 4 5 4 D—O 00 2 4 2 3 1 4 4 4 5 4a.- i—O. We 2 4 2 4 3 4 4 4 4 5 4 71.50 2 5 2 5 3 5 5 1 4 5 5 5 SEE SHEETS 4-7 FOR INSTALLA TION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: J.L. 0357 SCALE INTS DATE ET 2 OF 12 L ROBERTO LOMAS P. E. 1432 WO ODFORD RD LEWISVILLE, NO 27023 434-688 0609 rilamasgIrlomaspe.coni SIGNED: 1111512016 R L 0 r, E N o T T OF ORI A 1111W \ Luis R. Lomas P.E. FL No.: 62514 71 F H 6" MAX - 72 1/2" MAX FRAME WIDTH 18" MAX D.C. 6" _rAK_ 00 MAX D.C. T- 1/2- IAX AME IGHT 0/// 6" MAX REFER TO CHART #3 -,--- SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2- MAX FRAME WIDTH 6- MAX- —18 .. MAX D.C. 6" MAX 18" MAX D.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART #3 ------------- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING /M CTRATING 60.OPSF NONE NOTES: 1. MAXIMUMD.L.O.: 69314"X68314" REVISIONS REV DESCRIPTION "An' A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16, R.L. CHART#3 Nurnber of anchors required (Fin installation) eFrarne Flarne vVidth jin tFleight9h 24 0024.00 30.00 36.00 1 42.00 1 48 0 54.00 60 0 1 66.00 1 72.50 nin) I I HAS nbanib HAS mbamb HAS P-151 HAS P.mb HAS P.,nbI HAS P.n,b HAS P.,nbl HAS P..b HAS 24.00 3 1 3 3 3 3 1 3 1 4 1 3 4 1 3 1 4 1 3 5 1 3 1 5 1 3 3 30.00 3 1 3 3 3 3 1 3 1 4 3 4 3 1 4 1 3 5 3 1 5 1 3 6 3 36.00 42.00 3 1 3 3 3 3 1 3 1 4 3 4 3 1 4 3 5 3 1 5 3 6 3 3 1 4 3 4 3 1 4 1 4 4 4 4 1 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 5 4 5 4 6 4 54.0054 ". 3 4 3 44 3 4 44 4 4 4 4 5 4 5 4 60.00 3 5 3L 5 313 E4454 5 4 4 5 5 5 66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 71.50 316 3 R6 6 4 SEESHEET8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN ELEVATION & CHART DRAWN: DWO NO. J.L. 08-02357 SCALE NTS I DATE 09/03/14 . I SHEET 3 OF 12 L, ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE. NG 27023 434_688-0609 rilottias@Dlrlqmaspe.com SIGNED: 1111512016 R - L 0 G E tv A TATe0_F 0 S, - 0 RI 'N Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. JSHIM SPACE MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX, EMBEDMENT SHIM SPACE INTERIOR T 1/2" MIN. EDGE DISTANCE 10 WOOD Ml-ipm SC REW L-#H- Il WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 3/4" MIN METAL EDGE DISTANCE STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD - APPROVED SEALANT METAL - STRUCTURE BY OTHERS I- 3/4" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 4" MAX. S HIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKEDR RC D BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION A REVISED INSTALLATION DETAILS B REVISED NAME AND ADDRESS DATE APPR ED 06/01/15 R.L. 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 R L r E NO 5SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT 0 FINLESS INSTALLATION DETAiLS WITHOUT FILLERS 4 TATVOF 0 0 RXD' N DRAWN: DWG NO. REV J. L. 08-02357 B SI 1/03/14 ISH'ET4 OF 12 Luis R. Lomas P.E. I. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 434-688-0609 dloa glronv p-. FIL No.: 62514 REVISIONS REV DESC IPTION 2 1/2" MIN. A REVISED INSTALLATION DETAILS EDGE DIS TANCE 8 REVISED NAME AND ADDRESS CONCRETE/MASONRY BY OTHERS 14 4 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK SEE NOTES 3 - 7 EMBEDMENT SHEET I LJ CONCRETE/MASONRY BACKER ROD 1/ MAX BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVE D SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE um SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS 4 1 1/4" MIN. APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION DATE AP OVEO 06/01/15 R. L. 10/27/16 R.L. SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC S P, L650W. MARKET ST. GRATZ, PA 17Q30 41 SERIES 185 ALUMINUM FIXED WINDOWNOTES: 0 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS ATr77-oF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: 1 DWG NO. 11 DESIGNEE) IN A CCORDANCE WITH ASTM E2112 J. L. 08-02357 B ONAL SCALE NTS I-T' 09/03/14 1 SHEET 5 OF 12 I. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomas P, E. 434-688-0609 r1lomaseirlon7aspe.coin FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1 4 MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE y RIGID FILLER 1/2 MIN. El INTERIOR 10 WOOD WOOD Fl SCREW EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS T_ 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX F SHIM SPACE T - RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER RRODD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE AllR.-. A REVISED INSTALLATION DETAILS 06/01/15 1 'R B REVISED NAME AND ADDRESS 10/27/16 R L NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 R. Lo SERIES 185 ALUMINUM FIXED WINDOW f* 0 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TAT6'40F j DRAWN: _T DWG NO. I REV R J.L. 08-02357 B ONAL SCALE NTS JDATE 09/03/14 Is"E"6 OF 12 011111,10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-688-0609 rltomas@itiontaspe.com FIL No.: 62514 REVISIONS REV DESC IPTION 2 1/2" MIN. TE AP ROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R. L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. q 4 1 1/4" MIN. EMBEDMENT OPTIONAL ix BUCK SEE NOTES 3 — 7 4. EMBEDMENT SHEET I 1/ CONCRETE/MASONRY BACKER ROD MAX BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL IX BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGESHEET1 DISTANCE EXTERIOR CONC RETE/MASONRY BACKER ROD BY OTHERS 14 1 1/4" MIN. APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL 4 4 CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRYINSTALLATION SIGNED: 1111512016 NOTES: MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 E N 'p SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BEI DESIGNED INACCORDANCE WITHASTME2112 011511 *7n 6't o? TATPOF 0 OR IlDt ONAL 0111111'0\ DRAWN: J. L. DWG NO. 08-02357 REV B DXTE 0 -7 OFNTS9/03/ 4 12ALI L. ROBERTO LOMAS RE. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 r1lomasgirloniaspe.com Luis R. Lomos P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4' MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2XBUCK INSTALLATION 1 1/4" MIN. /4" MAX. EMBEDMENT F S HIM SPACE TEDGEDISTANC 1/2 1 MIN. A INTERIOR 10 Woo D SCREW WOOD FRAMING tOR2XBUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER 1/4" MAX. SHIM SPACE APPROVED SEALANT BEHIND FLANGE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR REVISION$ REV OESCR PTION DATE I AIP-0 A REVISED INSTALLATION DETAILS 06/01/15 R. L. B REVISED NAME AND ADDRESS 10127115 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND dOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 3/4" MIN. INTERIOR EDGE DISTANCE SIGNED: 1111512016 MI WINDOWS AND boORS, LLC 650 W. 5 P, L 0MARKETST. GRATZ, PA 17030 ENS*. 10 SMS OR SELF DRILLING SCREWS SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT I FLANGE INSTALLATION DETAILS WITHOUTMETALEXTERIOR FILLERS TIAT OFSTRoi; LICTURE DRAWN: 0 BY OTHERS BACKER ROD & APPROVED SEALANT REV J. L. i57 B BEHIND FLANGE SCALE NTS DATE 09/03/14 ISHEET8 OF 12 JAMB INSTALLATIONDEIMIL METAL STRUCTURE INSTALLATION L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E. 434-688-0609 rllomasplrIoma pe.com FIL No.: 62514 REVISIONS REV 2 1/2" MIN DE5c IPTION A REVISED INSTALLATION DETAILS DATE AP ROVED 06/01/15 R.L. EDGE'D 11S AcSTAN E 8 REVISED NAME AND ADDRESS 10/27/16 R. L. CONCRETE/MASONRY BY OTHERS 1 . 1 1 /4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD APPROVED SEALANT 1/7MAX HIM SPACE BY OTHERS 1/4" MAX. SHIM SPACE BEHIND FLANGE OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK z 1/4" MAX. 2 1/2" MINSEENOTE3 — 7 SHIM SPACE ' EDGE I v nu. SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 4 14 1 1/4" MIN. APPROVED SEALANT 4 EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2 MIN. TANCEDGECIS E VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. P, - L GRATZ, PA 17030 NOTES: SERIES 185 ALUMINUM FIXED WINDOW 6 1 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT 0 r2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN A CCORDANCE WITH ASTM E2112 0 DRAWN: DWG NO. REV 08 02357 B ALE NTS JDATE ag/03/14 . I SHEIT 9 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434.668-0609 rIlomas@)0c-aspe-m FL No.: 62514 1/2" MIN ' EDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE RIGID FILLER 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN. 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4 1. MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX. SHIM SPACE1IAlWOODFRAMING 1 1/4" MIN. METAL TOR2XBUCK BY 01-HERS EMBEDMENT STRUCTURE BY OTHERS 1 3/4" MIN 1 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2 A [ RIGID FILLER EDGE D INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION r 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE- 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS A I IBACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATIONDETAIL METAL STRUCTURE INSTALLATION REMSIONS REV D SCRIPTION I -T AIPROV- A REVISED INSTALLATION DETAILS L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. P, L 0 4f GRATZ , PA 17030 r, E N SERIES 185 ALUMINUM FIXED WINDOW 0161 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TATA OF RAWN DWG 110. REV A J. L. 08-02357 B 09/93/14 10 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomos P. E. 434-688-0609 tiloinas@itiomaspe.com FL No.; 62514 REVISIONS REV DESC IPTION 2 1/2" MIN. A REVISED INSTALLATION DETAILS DA E AP ROVED 06/01/15 R. L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R. L. CONCRETE/MASONRY BY OTHERS 4 1 1/4" MIN. 44, 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET I ts CONCRETE/MASONRY BACKER ROD 1 /7MAX BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET I RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON0 /'a BACKER ROD & APPROVED SEALANT Aw BEHIND FLANGE R CIDRIGID FILLER OPTIONAL 1X BUCK SEE NOTE 3 — 7 1/4" MAX 2 1/2" SHIM SPACE MIN. SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 4 1 1/4" MIN. APPROVED SEALANT EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTI( IL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLCNOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 650 W. MARKET ST. S R L 0 NOT SHOWN FOR CLARITY. GRATZ. PA 17030 G 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 185 ALUMINUM FIXED WINDOW 0DESIGNEDINACCORDANCEWITHASTME2112 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TAT OF DRAWN: DWG NO. 6 RV0'- J. L. 08-02357 SCALE I SHEET I INTSI "A" 09/03/14 OF 12 IL. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-668-0609 dI-S051,I--p-- FL No.: 62514 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. FSHIM SPACE WOOD FRAMI 1/4" MAX BY OTH SHIM SPACE 6 WOOD SCREW INTERIOR INTERIOR I 1/4" MAX SHIM SPACE T 3/8" MIN EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT T_ APPROVED SEAL -ANT BEHIND FIN EXTERIOR 3/8" MIN3-k: EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R. L. 8 REVISED NAME AND ADDRESS 10/2-7/16 R.L. I NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: DING NO. J. L. 08-02357 rALE NTS I-F 09/03/14 15HEET12 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 filamas@Irlomaspe.coin SIGNED: 1111512016 R L k - T'OAT 0 RTET '.t0RVD.'cN Luis R. Lomas P.E. FL No.: 62514 Florida Buildig Code Onlie Pace I of 3 BCIS Home Log In User Registration Hot Topics 1 Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Product ApprovaldbLr4ab, USER: Public User Product Approval Menu > Product or Apiplication Search > Application Lis > Application Detail r FL # FL15353-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger(g)nniwd.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 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R3 COI FLCOI.pd Referenced Standard and Year (of Standard) Standard Year AAMA 450 2010 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuildina.or,o,r/pr/pr app dtl.aspx?param=wGEVXQw-tDqtH8572qvdWIS... 2/1/2018 Flonida Building Code Online Page 2 ofC, Date Submitted 10/16/2017 Date Validated 10/23/2017 Date Pending FBC Approval 10/26/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01448B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512072B.E)d span: 104-1/4". 1 Created by Independent Third Party: Yes 1 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 11 08-01439B.pd Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.I)d span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01449B.pd Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120736.Qd span: 156-3/8" Created by Independent Third Party: Yes 1S353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01440B.I)d Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B.lDd span: 83". Created by Independent Third Party: Yes 15353.5 :::Ve rbc.l Al.-,nu- Mullmn Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 11 08-01442B.Ipd Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.od length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 11 08-01451B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.od span - 156-3/8" Created by Independent Third Party: Yes IS353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01452B.pd Approved for use outside HVHZ: Yes.. Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.pd span - 104-1/4". 1 Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 Il 08-01443B.pd Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:llw-,,,v.floridabuildinc,.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 2/1/2018 Florida Building Code Offline Paae of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL153S3 R3 AE S12067B.Qdf span - 83" Created by Independent Third Party: Yes jCM-1853215353.9 Horizontal Aluminum Mullion Limits of Use lalInstalltion Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01453B.pd Approved for use outside HVHZ: Yes Verified By: Luis-R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.pd span - 156-3/8" Created by Independent Third Party: Yes CM-1853315353.10 Vertical Aluminum Mullion Limits of Use Installation Instruction-,, Approved for use in HVHZ: -No FL15353 R3 II 08-01444B.od Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512068B,r)d span: 83" Created by Independent Third Party: Yes 7CM-18534153S3.11 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 11 08-01454B.f)d Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512078B Qcl span: 1S6-3/8". Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statement Under Florida law, email addr-esses are public records. If you do not want your e-mail address released in response to a public-mcords request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: L F lig Lz= ard% Safe htt s:Hw-w-w.floridabuildinoi r p dtl.aspx?param=wGEVXQw-tDqtH8 -72qvdWIS... 2/1/2018P _,/pr/p _ap 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. 1 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN[ AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = Wl + W2 2 REVISIONS REV DESCRIPTION DATE AllR—D A REVISED INSTALLATION DETAILS 06/10/15 R. L. B REVISED ANCHORING NOTES & INSTL DET. 06/07/17 1 R.L.. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT, LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH I" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 4) ALL FASTENERS TO BE CORROSION RESISTANT. 5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 8. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE —STEEL I8GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=3OKSI .062" THICK MINIMUM. 6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER, STAGGER SCREWS AT EACH WINDOW. TABLE OF CONTENTS SHEET NO. DESCRIPTION I NOTES 2 CONFIGURATIONS. AND DP CHART 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: V. L. DWG 110, 08-01439 SCALE NTS A" 01/11/12 1 F"'T 1 OF 4 I. ROBERTO LOMAS P.E. f432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 r1lomnselrioniaspo-7i SIGNED: 1011312017 po P, L o A T 0 Fj v 4Ei 0 V ;p, 41 4 0 R B Luis R. Lomas P.E. FL No.: 62514 107 O"BINED WIDTH Wi W2 - T__ 83 FRAME WINDOWHEIGHT WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH 107 OMBINED WIDTH Wi W2 - 83" 1.' DOWFRAME HEIGHT WINDOW MULLION SPAN) I- W I W2 T_ 83" WINDOW FRAME HEIGHT WINDOIA WINDOK MULLION S PAN) F L W1 W2 107 3/13" COMBINED WIDTH Desian Pressure ratina tDsf) Mullion an (in) Tr butary width (in) 18.13 25.50 36.00 142.00 48.00 52.13 25.00 120.0 120.0 120.01 120.0 120.0 120.0 37.36 120.0 120.0 120.0 120.0 120.0 12b.b 49.63 120 O 98.3 81.2 76.9 75.2 75.1 62.00 71.0 52.2 39.7 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 1 8 19.9 19.0 84.00 28 1 Dr3 LARGEAND SMALL MISSILEIMPACT, LEVEL 0. WINDZONE3 DIMENSIONS INCHARTARE FRAME DIMENSIONSANO DONOT INCLUDE FLANGE. 107 3/8" OMBINED WIDT Wl W2 T_ 83" FRAME WINDOW INDOW HEIGHT MULLION SPAN) I 107 3/8" WI COMBINED WIDTH W2 T_ 83" WINDOW FRAME HEIGHT WINDOW WINDOW MULLION SPAN) L W1 - COMBINED W2 - 107 3/8" WIDTH REVISIONS REV I DESCRIPTION I DATE I APPROVED A REVISED INSTALLATION DETAILS LE R L B REVISED ANCHORING NOTES & INSTIL DET. 1 06/07/17 1 R.L. I 107 3/8" COMBINED WIDTH I- Wl -I[- W2 -1 83" WINDOW FRAME HEIGHT WINDOW I WINDOW MULLION SPAN) JI I Wl -1- W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN Desiqn pressure ratinci, (Dsf) with rebar Mullion span (in) Tributary width (in) 16.13 125.50136.00 42.00 146.00 152.13 25.00 121 61 11 121,1 120.01 120,01 120.0 37.38 12 1 1'2 26 ) 120.0 120.0 120.0 120.0 49.63 T2 11111 11.2 76.9 75. 75.1 0-0 7113 61 53.3 48.1 44.8 43.4 80.0 58.6 44.2 39.7 36.7 35.3 R5637 .002.00U 60.3 1 43.9 32.8 29.2 26.7 25.5 20.1 17.7 16 O 15,1 LA RGE AND SMA L L MISSIL E IMPA C T, L E VEL D, WIND ZONE 3 DIMENSIONS IN CHARTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND, RATING CHARTS DRAWN: DWG NO. V. L. 08 0 143 9 B NTS I DATE 01/11/12 1 S14EET 2 OF L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@trtotnaspe.com SIGNED: 1011312017 I I I I I I ///j 5 R - L 0N in, E IV p OF 41 ORVDI J/ 0NAL 1111110\\ Luis R. Lomas P.E. FL No.: 62514 1" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1 /4" MIN EMBEDMENT REVISIONS DESCRIPTION APPROVED REVISED INSTALLATION DETAILS 06/10/15 R, L. REVISED ANCHORING NOTES & INSTIL DET. 06/07/17 R. L. 1/4" ELCO ULTRACON TAPCON MT000022 5ECT5796 CLIP CLIP OPTIONAL #10 SMS OR REBAR SELF DRILLING SCREW SECT5764 MULLION -IF q___1I MT000022 CLIP 10 woo 1 3/8" EMBEDM W 1/2 MIN. 2 EDGE 8 DISTANCE VERTICAL CROSS SECTION MASONRYICONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. D SCREW MIN. ENT COD FRAMING/ X BUCK Y OTHERS METAL 1/2 " MIN, STRUCTURE EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION SIGNED: 1011312017 Ml WINDOWS AND DOORS, LLCR 650 WEST MARKET STREETREET GRATZ, PA 17030-0370370 R. L r, E N s ..(P 5764 — VERTICAL MULLIONLL10N 83" MULLION SPANN 0,14 1 INSTALLATION DETAILSLS I' 7p . 00 P.. T/ i/ ONALi 111IM0 DRAWN: V. L. DWG NO. 1 39108-01439 REV B CALE NTS JOAT' 01/11/12 1 SHEETET 3 OF 4F4 I. ROBERTO LOMAS RE f432 WOODFORD nD LEWISVILLE, NC 27023 434-688-0609 HlomasOgIrlmap.m. LuiLuis R. Lonnas P.E. FL No.: 62514 2.140" -1 1.1 25" SECT5764 MULLION UMINUM 6005-T5.125" THICK 0.688" 1.531" i RF-N IEBAR 16 GA (062) GALVANIZED STEEL NOTES: 1. CLIPS MAY BE USED IN MASON RY/CONC RETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. I O.B43" I 3.26 1,375" 0.625"' r 3.250" LOO- 4.0 1 00- 16GA (.063') GALVANIZED STEEL SEE NOTE 2 & 3, THIS SHEET. 3.750" - 1.0 0.375" 0.843" T- 1 1.562" 2X 00.210" 7 1.5 5 SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063- T5.125" THICK REVISlONS REV DE CRIPTION ATE PPROVED A REVISED INSTALLATION DETAILS 06/10/15 R. L. 8 REVISED ANCHORING NOTES & INSTL DET. D6/D7/17 R. L. 3.750"' 0.375" 1.000" 0.4 22" 2.032" 2.875" 0.843" SECT5796 CLIP \- 2X 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125"THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAWN: -rG NO. V. L. 08-01439 ICALE T SDAE 01 /11/12 ISHEET4 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-668-0609 SIGNED: 1011312017 c R L 0 1// 4i r, E IV A rO F* 0. ONAC 0/0111100\ Luis R. Lomas P.E. FL No.: 62514 L- ------ Florida Building Code Online Paae 1 of 3 D 25 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Product Approval USER: Public UserdbL-416 r g Product Appro al Menu > Product or AoDlication Search > Application Lis > Application Detail FL # Application Type Code Version Application Status 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 FL13223-R4 Revision 2017 Approved 3ames Hardie Building Products, Inc. 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Ronald L Ogawa PE-24121 Intertek Testing Services NA, Inc. - QA Entity 12/31/2020 3ohn Southard, P.E. Ri Validation Checklist - Hardcopy Received FL13223 R4 COI RIO - Certificate of Independence.od Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Yea r 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R4 Equiv R10-2692B-17 ASTM C1186 equivalency.lod http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018 Florida Building, Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Sum Method I Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL # Model, Number or Name 13223.1 Cempanel Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Description fiber -cement panel siding Installation Instructions FL13223. R4 II cempanel-installation.rAf FL13223 R4 II NOA 17-0406.06.1)df FL13223 R4 II RIO 2689-17 Panel to Furring.od FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame-pd Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.od FL13223 R4 AE RIO 2689-17 Panel to Furring.pd FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.ndf Created by Independent Third Party: Yes 13223.2 __HardiePanel Siding fiber -cement panel siding Limits of use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 11 HardiePanel-Installation.i)d Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.pdf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrinc.pd FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.I)dDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.1)d FL13223 R4 AE RIO 2689-17 Panel to Furring.od FL13223 R4 AE RJO-2686-17 Panel Wood Metal Frame.pd Created by Independent Third Party: Yes 13223.3 71Pe fl Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II NOA 17-0406.06.od Approved for use outside HVHZ: Yes FL13223 P4 II Prevail-Panel-Installation.pdf Impact Resistant: N/A FL13223 R4 II RIO 2689-17 Panel to Furring.Iod FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.pdDesignPressure: N/A Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406,06.r)d FL13223 R4 AE RIO 2689-17 Panel to Furring.-pAf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pd Created by Independent Third Party: Yes Contact U :: 2601 Blair Stone Road, Tallahassee FIL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida Ia., email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M W MMC RE 0 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018 Florida Building Code Onlinez:, Page 3) of 3 CreCl Card Saf&` http://www.floridabuilding.oro, r/pr app dtl.aspx?param=wGEVXQvADqvRk6bsvZ66FC... 2/6/2018rl/p Florida Product Approval ardlePanelO SidingI 0 For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o Ha'rdiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 2" clearance At t he - uncture ori the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between Jannes Hardie products sur-aces, flashing and counterflashing clearance between requirements for clearance between James Hardie' and decking material. shall be install d pe r the roofing manufacturer s instructions. Provide a the bottom of James Hardie P, roducts and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud Figure 6 siding at siding and trim. Figure 8 Reter to fig. 3 on page 1. siding ljj J)l I I lilq 11,dl lJ;)1 1"- 2" mi,. te min. Maintain a minimum 1 " cap between gutter end caps and siding & trim. Figure 9 sidini gutter and end cap cleck rnatenal 2" joist Do not bridge floors,,&jith Hatd:ePanel' siding, Horizontal joints should always be created bevween floors (fig, 0). Water - Resistive Barrier -7 1 Framing Figure 10 r Honzontal Flooring i Trim 411 Tr Sheathing fasc,a ardiePanelo BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 1,2" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resis nt, Qalvani2ed, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quafty, hot -dipped galvani--,ed nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie produc4s near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space), (fig. A) Do not -over-drive nail heads or drive nails at an angle, If nail is countersunk, fill nail hole and add a nail. fig. B) For wood framing. under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member ispresent, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available, Do not -use aluminum fasteners, staples, or clipped head nails. Snug Flush 5771 J Countersunk, t1a L-'A fill & add nail Iy Figure A C\_J Figure B donotunder drive nails DONOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with Step flashing. here the root terminates, install a kickout to deflect water away from the siding. It is best to install a self-achering rnern ran on e wa e ore L e su asci all Tim oar s are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To preventwater frorn dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code- R905.2.8.3 :"_flashing shall be a min. of 4" high and 4" wide."James Hardie recommends the kickout be angled between ' 00' - 110' to maximize water deflection Figur PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended, This will help control the depth the nail is driven, If setting the nail depth p! oves diff cult, choose a setting that under drives the nail. (Drive under driven nails snug with la smooth faced'hammer - Does not apply for installation to steel framing). HS1236-P2/3 8113 0 Hardie Pane 1"IZ1.19, Vertical Siding JamesHardle EFFECTIVE SEPTEMBER 2013 INSTA ION REQUIREMENTS RFSIDPNTAL SING! EFAM11Y ONLY- PRIMED & 00-11-ORPI-0' PRODUCTS foi the mr st recent version. SMOOTH - CEDARMILLO - SELECT SIERRA 8 - STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY. AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTIVI PRODUCTS OUTSIDE AN HZ1 Oo LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE,COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to Installation. Installing siding vvet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. zL CUTTING INSTRUCTIONS OU7DOORS HIDOORS 1. Position cutting station so that v fiinrl i-vill plow dust away front usar 1, Out only usi! 'g sc.oie and Snarl, ot slicers r1lanual, electric or pneumatic), andothers in w-Awg area. 2, Position cutfing station in well-ve.ntilated area 2. Use one of the following metrods: a. Best: i. Soore and snato ii. Shears (manual: electric or pneumatic) NtRIER use a power saw indoors b, Better. i. Dust reducing circular saw equipped wit a NEV-L-R use a circular Saw, blade that does not carry the HardieBlade saw blade tradema, k HardjeBlade' -Saw blade and HFPA vacuum extraction NEVER dry sweep — Use vvet suppression or HEPA Vacuum c. G-ocd: i. Dust reducing circular sav,,,.vith a HardipBlade saw blade only use for lov,, to moderate cutting) Important Note: For maximum protection klo-westrespirable dust-Producfiort, James Hardie recommends always using "Best" -level cutting metriods where feasible. MOSH-appr`veid respirators can be used in otinjunction v& above cutting practices to further reduce dust exposut es. Additional exposui e information is available at vvowiameshairdic.com to helpyoui determine the most aplompriato culdrip method for your job tequirements. If concern still exists about exposure levels of you do not complyoith the above practices, you s ould always consur a qualffiQ industrial hygianist or contact James Hardie for further information. sroa_. Y, GENERAL REQUIREMENTS: These instructions to be used forresidential single family instda lations only. For Commercial / Mufti -Family installation requirements go to ,,N%,.JamesHard:eCommercial.cor n HardiePanel" vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.0, See genernal fastening requirements. Irreaularifies in framing and sheathing can mi,ror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen6irring) as a best prac:tice. Information on installing ' liames Hardie products over foam can be located in JH Tech Bulletin 19 at wviv, jamehardle.com A water -resistive barrier is renjuired in accordance with local building code requirements, The water -resistive barrier must be appropriately installed with penetration and junction Ilasl 1 ing in accordance with local building code requirements. James Hardie will assume no resloonsilbilft, for water infiltration. Jarnes Hardie does manufacture Ha:,dieW,ap-' Weather Barrier, a non -woven non -perforated housev urapl, which complies with building code requirements. When installing lames Hardi a products all clearance details in figs. 5 6,7,8,9,1 0&11 must be followed. Adjacent finishe grade must slope away from he building' in accordance with local buildi g codes - typically a miniinum of 6" in the first 10', Do not instaill James Hardie products, such that they may rernain in contact with standing water. HardiePanel vertical siding rnay be installed on ve, tical wall applications only. DO NOT use HardiePanel Vertical siding in Fascia or Trim applications. Some pplication are not suitable for ColorPlus. Refer to ColorPlus section p qe 3. DO NO I use stain. oil/al d base paint, or powder coating on James Hardie'' Products. For larger rojec %g commercial and multi -family Droieects, vvhere the span of the wall is significant in length, the designer and/or architect should take into consiT ration the coefficient of thermal ex ansion, and m6isure movement of the 'product in their clesion. These values can be found in the Technical Bulletin 8 "Expansion Characteristics" atvAkrw.JameNrdie.ccm. INSTALLATION: JointTreatmentFastenerRequirements & Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" avvay from corners. Do not nail into corners. caulked (Not applicable to ColorPluse Finish) (fig. 2). HardiePanel Vertical Siding Installation a Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water-resistove barrier water-reststive barrier Double stud may be required to maintain minimum edge 57-_ nailing distances. 2 -4 stud 2 x 4 stud wa , resistive barner riperDanal uloo'er panal Figure 1 stud E d? geon, Do not 1/4" gap water -resistive CailkAl barrier N-7-flashiriq Shiro t HardiePanel ` atten o nt o ntsheathing verti-al siding wate,resistive barrier hag, li keep nails 2 x - stud 3/8" min. lower from panel panel edges J A Figure 4 plate Mirleaveappropriategapbetween ------ Reco.mmendation: V-,Iren3/8— panels, Then caulk* A Prc Caulk Joint a couble t n-.1 moderate contact jc*, applicable ColorDlusa Firsh) to 3Vnid kef p fasteners 2" 'Apply ,aulk:r. accordance with cailk flimigh oro-ows. aw, y from corners manUfaCtUrer s written application instructions, In For additional information on HardieWrapTiil VJeather Barrier, consUlt James Hardie at 1 -866-41-lardie or kAp.mvi.hardiewrap.Gorn WARNING: AVOID BREATHING SILICA DUST ames Har iel pnoduc, contain oasoirable crystalline silica, which is Known TO the Scate of CaFfiannia to -ause cancer an', is cons.rered ly, IARC and 140SH to be a cause of - ncer fro-n some vcupational rmur,,.es. BreathingdM X^essive amounts of respirable silica dust can also cause 2 disabling and poteri fatal ing diseas"called sili^os.s. anothas been :nked witn ctri diseases. Some stitide, sigpes! smolking may tnese risks. Dumg installation o. , handling: 0) wc,k in citdoor areas with ample vemilatior, (2) use finer carrent S..earS for CUtillp r, winere not feasible, use a hsrd.eBladp saw place and dusa: -rdjc-ng circular saw attached to a HIEPAvacjum f"I warn t C dis-, mask c,r respirator ie.g. N-95' :n accorrarce with. apirl government requi-aians a9c manulacturer insta;ctirirS no firther limilrinprstheimmediatearea. (4) %'82' a rr-n-ity-fitter, NIOSH-approv ra 8 e resoi bi silica exposures. During dean -up, -use. HEPA vacuums or v,,et deanur methods - never dry sweep. Fir 'urther information, refer in our installation instructions and Material Safe-- Data Sifeet &,ailable at ivow.'amesnardie.com orby-caling 1-800-9: ARDIEO-800-942-7343). FAILURETC ADHERETO OUR WARNINGS, NISDS: AND INSTALLATION INSTRUCTIONS MM LEAD TO SERIOUS PERSONAI KjURYCFI DEATH. HS1236-Pl/3 1/13 Iff-M-0., CAULKING 1-or bestresults use an .9astomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex'Joint Sealant complying with ASTM C834, Caulkina/Sealant must be applied in accordance with the caulking/sealant manufact ter's written instructions. Note: OSI Quad as well as some othercaulicing manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ClolorPlus louch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOTuse stain, oil/alkyd base paint, or powcer coating on James Hardie" Products, James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% ac, lic tooccats arery to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to Paint manufancturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS" TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie®R ColorPlus(D products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus6 Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanell siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPL0) product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters; available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. 71 he following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners, Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on Jarnes Hardieo Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RED GNITION In aocondance with Cl ES Evaluation ReVirt ESR-- : 844, ardiePanell) itertioal siding is recognized as a suitul 1p dtpinate to that snedfied :n: the 2036.2009, & 20n 2 International Residential Cude to, One-3ndTO,amily Dwellings and 11 2006'009. & 2012 Internctinnal Building Gode. HardiePanel vertiml siding :s also iecognized, for applicat oi the followinc; City of os Angeles Resparch Report No. 24862, State of Flondar i se 1 oartment & insurance Product Evaluation E C of New York MEA 223-93-M, and Saliforn,a DSA PA.-Cl 9. lis"ing Dade Gounty: Florr NOA No. O-0729.02; U.S. Derit. o`HUD Materials Mae Pxa, De C-23. t", a S, These doUments should also be consulted for additioral informat.on cono-r ine the sul bit of this proriuot f r so- V'c apphcattaitv .0 0 Oc 2013 James Hardie Building Products. All rights reseRied. TIA, SIVI, and S denote trademarks or registered trademarks of James HardieTechnology Limited Ef is registered PtrademarkofJamesHardie —, 'chnology Limited. Additional Installation Information. Warranties, and Warnings are available at JamesHardle witow.j . ameshardie.com HS1236-P3/3 6/13 MW —,t a Aia July 3A, 2.017 Pingshelig,Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10S01 Elm Ave. Fontana, CA 92837 Re,: NOA-17-040&,06 Relative to FBC 2017 Project RIO-2679AA-17 Dear Pingsheng.- All A ZAI.- 517- N ACCAMMLABORATORY ACCR DMD After review of the 2017:FBCJt is my'bpini6n thatthe current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code - Referenced Standards in the-2017 FBC I., Woo&- AVVCINDS-2.015 & SDPVVS-2015 2, Structural Loads. ASCEISEI-7-10. 3. Concrete: ACE-318 14 4. Wasonry: TMS402-261 lAr-1536-i3 ASCE-5 13. 5. Structural Steel: AIS C 360-10 (Including manual of steel constraction 2010 (14"' edillon)) 6- Cold -formed Steel: AlSl 100-12 7 1 1 Aluminum'.AbPA-1 -ni 5 In addition, I ar6 making the following Staternent.6f lndepen I dence as requested.'.. 1 Ronald Ogawa, does not hav-e nor does it intend to aoquire or will it acquire any financial interest in any company manufacturing or diz,tributing producN:for which evaluations are issued. 21. Ronald 09awa is not owned, operated or controlled by any cornpany manufacturing or distribut ing products ftevaivates or inspeat. 3. Ronald 096-wa Inc does not have, nor will it aoquirea financial interest in,anv com,pan I y manVactiding or &stributing products for which reports are beiric; issued- 4- Ronald C gawa does not have,, nor t4ill it ac mancial Interes: , t in, any other entfty inv'olved in tf appquireaf roval pmcess of the prodd a Should you. have any questions on anything, please contact me. Ronald 1. Ogawa, ME.' RI Ogawa &.Asswiates, Inc, 1AS Laboratory Approval,. TL 360 IAS Quality.control Agency, AA- 1 705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Val idator and. Third Party Quality Control Agency 714) 292-2602 CC4 Rogef 0gawa — Rl Ogawa & Associates ' Inc. Karen Ggawa — RI Ogawa & Associates, Inc. T4 A FLO Lab Address:, 1985 Sampson Avenue, Corona, CA 92879 lk Phone (714) 321-49S9 * Fax (714) 908 . -1515 * E-mail: Mailing Address: 16835 Alganquin St, #443, Huntinglon Beach, CA 92649 * Phane.(702) 491-3710 a Fax,(714) 9QB-1815 * E-mail: d,,bb,0,1aqgvfa,=m Engineering * Ouality Control #.Prod uct,Developm ent.* Inspections Code, Consulting * Expert Wjtness * Testing j malumb MIANII-ODADE MIAW-DADE COLT= PRODUCT CONTROL SECTION 11805 SW 26 Street Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) MiamL Florida 33175-2474 BOARD AND CODE ADMINISTRATION DrVfSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product, Inc. IM 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AI-IJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AIIJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdicti on. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardlePlank, CemPlank Prevail Lap Siding, HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. 0gawa, P.E., bearing the Nliami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. NIISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank Or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has beenno change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words M:iami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the N I OA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. iffi NOA No. 17-0406.06 U Expiration Date: May 1, 2022 Approval Date: May 4,2017 017 Page I James Hardie Buildin2 Products. Inc. ' I NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA 9 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlanli, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction". sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Unifo= Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Interte.k. Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08 /24/2 012, 'with revision I dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/19/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 031118/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERL4,L CERTIFICATIONS 1. None. F. STATEAUNTS "Submitted under NOA # 15-0122.04" 1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald IL_._ Ogawa, P.E. 004-r-1/7,017 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E-1 L LL LENGT Studspacing at 16" O G' P1 WALL PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration AlpteOS 0112022 13Y Miami-Ciacre-Product Control t% Na DY : Miami 7 I Nails at IG!'O.C. (typ-) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note I Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding I Water -resistive barrier per J/ Flodda Building Code Section 1404,2 A X, 518" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Secton 2322.3 2" X 4'S-P-F Wood Studs I The wall and soffit frames are to be designed by the Arohited or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA 5/8" thick / 6 ply APA rated 2S223 plywood sheatMA9 in a=rdance with Florida Building Code Section Water-res istive banier per Florida B. uIldiM Code Section 1404.2 2X 4" S-P-F Wood Studs Y HardiePanel, EGTMOWS na Cempanel, Peevall Panel Skiing mooUg PUCIRIPTLON Hardm eli, &,eMP3neIqD, & PrevailZ Panel Siding Materials are nonasbestos fiber-carnent products tested In accordance vv h ASTM Cl I Bro Grade 11, Type A and meeting the reclifirements oftfie Florida Building Code. PARELADMERMP-M-S Width Length Thickness 4 8gio, 5/16" pF%!LPMj!E — Installation Design Pressure Wood Studs -76 psf impact Resistant - Planks installed over 518" thick / 5 Ply APA rated plywood sheathing PR ----A All instAlaCoft shall be done In conformance with this Notice of M-ceptarim the manufactu installation recommendations, and the applicable sectlions, of thenorida Building code. M Wood studs where HardiePanel, Cempanef, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code. and the requirements of this N.OA tRote 1] 5X' thick 15 ply APA rated plywood sheathing shall be attached to the studs In accordance)Mth Florida Building Code Section 2322.3. The siiRng panels shall be installed over 5/8" thick / 6 ply APA rated plywood theathing supported by a minimum of 21,)(4" S-P-F wood stulds spaced a maximum of 16" Q C- LNote 2] The siding panel fasWnershall be a 2" long, 0.223" head diameter, 0.09Z, shanx diameter, corrosion resistant siding nall; the fasteners shall be spaced at 6PO.G. at panel edges and intermediate studs: the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheatii ' ing into wood studs located at 16!'O.C. Fasteners shall, have a minimum edge distance of $18" and a minimum clearance of 2" from comers. Creator: E. Gonzales A HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION FSCM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PN[--PL-K-SOFF 1/2" = 11-0" 1 Dat6:4/2412013 I-9HEEr I OF 12 RW Fastener Spacing per Florida Building Code.Section 2322.3 L— f ft "ftqi1* With ft Ftwid* owl&"s Caft ACCVIWW No Fastener Spacing per Florida Building Code Section 2322.3 M OMCT REVISED PRODUCT RENEWED as cornvly with thc florift as complying with the Florida Baudin CO& o,7 Building Code q, 6:-j f 1, 4 , NOA-No. 17-0406.06 W fsde nct X. By Ex lrallon oO,510112022 Prod CftAnA 13Y duct Control ER&M-INP NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112!' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WAJ-LAN0 SOF51T FRAMRSARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA 8UILDNG CODE jHEATHIN-q NOMINAL Sffl" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG COD5 SECTION 2322.3 A- AMN -Q THE PANrEL IS FASTENEO WITH 2"LONG, 0.223" HEAD DIAMETER, 0.092kSHANK DIAMETER, CORROSION RES18TANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES A140 INTERMEDIATE STUDS L z 21 T 0A AL C12dding Framing Sheathing FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAV!Ty LOA[) ARE NOT PART OF THIS APPROVAL (MWT PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) T VVALL HEIGITI WALL LENGTH SEE Stud Spacing at 16" 0. G. DETAIL A 5/8" thick 15 ply APA rated I plywood sheaNng fastened to metal studs as describedIV, in Note I yins'w*h it t 41 Water-reststiveMo. If -51-- H3,311-07 No . .... 1 barrier per Florida Building Code STATE Section 1404.2 Wit prodw 0 20g a, 3-,518" X 1-6) R19 P—EQQMCMD M(FRT-TkQN HardlePane!18, Gempanel(D, & P evai[S Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. P) N9-LQWF-N-SLQNSA- - ---- ---- Width Length Thickness 41 8,9,10' 5/16" LIRELMS TJ,N.P Installation Design Pressure Metal Studs -104 psf I; . I i I , I A OrIf Impact Resistant - jil Hardieftnel, B 4--J A LQCYLCLN-113 Companel Panel installed over 6/8" thick / 5 ply INails at T O.C. (typ.) L Prevail Panel APA rated plywood . sheathing 31S" Minimum Edge Distance Siding qE-T&L,A- Sheathing fastener, as described in Note 1. REVSED ill I the -FkVWa Panel fastener, as described In 0 0W/- Note 2 HardieParielTo Siding I Wat r-resistive barrier per Florida Building Code Section 1404.2 518" thl ok 15, ply APA rated PRODUCT RENEWED plywood sheathing fastened as complying YV!th the Florida Building Code to metal studs as described NOA-No. 17-0406.06 in Note 1. o.iv Expiration D eO5 0112022 209a, 3-6/8" X 1-5/8" Metal C-StUd By_ X The wall and soffit frames are to be designed Miaml-ioafie Product Control by the Architect or Engineer of Record In i compliance With the Florida Building Code. Fax All installation shall be done In conformance with this Notice of Acceptance, the manufaoturer's installation recommendations,and the applicable sections of the Plorlda -Building Code, Metal studs where HardlePanel,.Cem panel, Prevail Panel Siding \Will be Installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel edges and all intermediate supports using a No.8-18, D.315" heed diameter x 1-114" long bugle head screw Thesiding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-studs spaced a mayinnum of 16" O.C. Note 2] The:91ding panel fastener shall be a minimum No. 8-18, Q.315" head diameter X 1-518' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at V'O-C. at panel edges and Intermediate studs', the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal studs locatecl at 16" 0, C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from corners. HARD)EPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 81LE MIA NO DWO NO A [ I PNL-PLK-SOFF Creator, E. Gonzales , I SCAL5 1/V - I 'O' Date: 412412013 ISHEET 3 OF 12 6.001n. 6.001n. PRODUC17 RENEiW ED I as complying with the Florida Building Code NOA-No. 17-0406.06 T Expirat 05/01/2022 s.00in. r 3y PR0DUCrRZ*vLSED 0C0 yb8vA&ftFbnft 1hriwM CO& I ' V7E0 13YZ#minffm ro, T PILMU.Cr BE ISED g, vvpS;yjng with tht t%"08 CO& A&VOPWAM 14. (%S C, W22-0 01* TeEL STUDS IB" O-C, NOMINAL 20 GAUGE 3-510' X 1-518" S FASTENED WITH 5/8'WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE NOMINAL 50' THICK 5 PLY APA WED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGF-$ AND ALL INTERMEDIATE SUPPORTS USING A NO's-18, 0.315" HEAD DIAMETER X I-1W LONG BUGLE HEAD SCREW g=A-QQLN G THE PANEL IS FASTENED WITH NO, 8-18, 0.31 V'HEAD DIAMETER X 1-5/8 - LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREW$ (SCREW $HALL. RAVE AT LEAST 3 FULL THPEADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Fmaming Sheathing Off OG 0. 121 STATE OF A lefflif, FOR METAL. AND WOOL) STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) L Stud Spacing at 16" C.G. T - L ... ----- - -- as co WALL Bww' HEIGHT t3y 1 B 3/4" Minimum Edge Distance LENGTH S M_ IX -:TA L A Uith * Fkti& Q L 0 N Na Shealhing fastener, as detcribed in Note I Siding fastener, as M, %*CT REVIOV v described in Note 2 4 4m*ying with t c f 1wids Dd AM HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.) A. 1 115 h' 5 ply APA rated81Ick plywood sheathing fastened PRODUCTRIENEWED In accordance with Florida as complying with the Florida Building Code Section Building Code 2322.3 NOA-No. 17-0406.06 Expiration Wte 1 05/01/2022 2" X 4" S-P-F Wood Studs The wall and soffit frames are to bi designed By by the Architect or Engineer of Record InMiami-MI 5de Product Control compliance with the Florida Building Code, pR0J QQ 131S QRIETT_ %MN HardlePlank(D. Cemplanke. & PrevallO Plank L2p Siding matedals 5/8" thick 15 ply APA 8"-' rionasbestos f1ber-cementproductstestedinaccordance withratedplywoodASTMC1186Grade11, Type A and sheathing in meeting the requirements Of theaccordanceWth Florida Building Code. Florida Building Code Section 2322.3 j N_ QMjA_R1!LDJTA !S L q Water-reestive Width I-ength Thickness barrier per Florida 59-1/2# 12! 5/161, BuIldling Code Section 14042 pJRJA L$Lij 211 X 41' S-P-F installation Design Prei§sure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - C D Planks installed over 5/8" thick 5 plyTl(X5-i 1-1/4"tall X 51161, APA rated plywood sheathing thick starlet strip HARDIEPLANK N R A D n 'the m 0 No ce 0 c p L 0 t! A ce0a 0 g an 08 08 o" 8 he Florida Building0 tied sh w"' bl e Ion 0 C ne iAllInstallatil 5 6' 1 anufactureft 0 Installaflon nd' _t! n d th P 11 Code. Wood stud re 'mmHardte la k' Cemplan Pre all a Siding will be insta hall be designed by ginawhevp t en M 11 ' er uireme I thisEngineerochitecPerIn0 'do 5u din cod and th eq nts a N' 0'A_ ick 1 5 ply P Mte plywo t gs all e attac e the slNote1151L -th A A d od shea hIn h b h d to tuds in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall Wth IAW wide laps at the top of the plank such that the exposure area of each plank 1s:5 8-11411 vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092'shank diameter, corrosion -resistant siding nail; The siding is fastened: 8-114" O.C. vertically and 19'O.C. horizontally; fasteners are driven into wood studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed In the overlapping area approximately 3/4' from the bottom edge of,the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O-C- Fasteners shall have a minimum edge distance of:31V'. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION SIZE! FSCM NO A SCAU James Hardie Building Products, I Inc. 10901 Eirn Avenue Fontana, CA 92337 No REV PNL-PLK-SOFF I I Date; 4)2412013 ISHEET 5 OP 12 kksiener Spacing per Florida Building Code Section 2322.3 16 in. 0 Cladding rrarning Fastener Spacling per Florida PRODUCT RENEWED Building Code Section 2322.3 Sheathing as complying with the Florida Building Code NOA-No. 0- 75in Expiration DatL-05101/2022 By Miami-lYadfi Product Control M mnoying with. tbv Fkwi& ec pt18 n r F 2 322, 0j/ e"." A-vt--m i-- 0 - _617 By PRODUCr REVISEDT in wno foo-k1fts C-0 A-"" -0/1 - 21 By STATE OF 010pz NOMINAL 2" X 4" S-P-F: WOOD STUDS 16" O.C. FASTENED - I - WITH &-112" 16d COMMON RAILS (2 PER TOP AND 0 f AL BOTTOM CONNECTION) Ifil THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF TH[S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THr_-SE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE ihi NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATH IN G'FASTENE D IN ACCORDANCE WITH FLORIDA HARDIEPLANK, CEMPLANK, PREVAIL LXP SIDING BUILDING CODE SECTION 2322.3 INSTALLATION DUAILS WOOD STUD CONSTRUCTION PLANKS.OVERLAP 1-1/4" James Hardie Building Products, InG, THE EXPOSUR5 IS r-8-14' 10901 Elm AvenueTHEPLANKSAREFACENAILEDWITH2-1/Z LONG, 0,222" HEAD 'DIAMETER, 0.092" SHANK DIAMETER, CORROSION- Fontana, CA 92337 RESISTANT SIDING NAILS, -PLACED 3W UP FROM THE Phone: 909-356-6300 SIZE MOM No bVIT. NO REV BOTTOM EDGE OF THE PLANKAT EACH STUD LOCATION Fay 90-427-0634 A PNL-PLK-SOFF Creator: E. Gonzales SCALE V V4' Datf: 4n,412013 I SHEEr 60512 WALL HEIGHT i WALL LEN Stud Spacing at 16'0 0. B-,---, 7— U e%q P----------- ------- STATQ OF SX Minimum Edge Distance Nails at IQ" O.C, (tyo 11 ZEIA) L A At flori&i PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 heathing fastener, as described in Note I Siding fastener, as described in Note 2 HardiePlank, J I — Cemplank, 1,7 Prevail Lap Siding Water-re,,istive barrier per Florida Building Code Section 14042 51811 thick/ 5 ply APA rated plywood sheathing fastened to metal studs as describedin. Note 1 Expiration 05/0112022 2098, 3-5/8" X 1 -518" Metal C-stud The Wall and soffitfr@mes are to be designed By by the Architect or Engineer of Record In mlaml-!) I hd6 Product Control complian Ice with the Florida Building Code. SEE D2TAJL A 518" thick 15 p,ly APA r rated plywooLd sheathlng fastened to metal studs as descrilbed in Note 1 ter -resistive barrier per Florida Building Code Section 1404.2 VV" HardiePI*00, CemplankG, and Prevaila Plank Lap Siding materials are nonasbestos fiber -cement products tested In acoordance wiith ASTM G1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code, ELALtQS 14E N QQL -S( _N j Width Length Thickness 9-1/2!' 12' 51161, 20ga, M14" X 1-5/8" D ES IQAPS.ES S U R—E—R A-TJN-QMetalC-stud HArdiePlank, L Installation Design Pressure Metal Studs -92 psf remplank, Prevail MT10 Lap Siding rkEC-8 Impact Resistant - if - 1-1/4' tall X 5116" Planks Installed over 518" thick / 5 ply thick starter strip APA rated plywooa sheathing A31 installation shall be done in conformance with this Notice of Acceptance-, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an ri-ngfneer or Architect per the Florida Building Code and the requirements of this N.C.& Note 1] 518!'thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 at panel edges and all intermediate suppo s using a No.8-18, 0.316'head dlametarx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' Wde laps at the top of the plank such that the exposure area of each plank Is:5 8-141 vertically. INote 2) The siding fastener shall be a minimum No, 8-18, 0,316" head diameter X 2-1/-4" long* bugle head screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding Is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 ply APA rated plywood sheathing,'fasteneers are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping planlc Vertical joints shall be placed over studs. The planks shall be Installed over 5/9'thick 16 ply APA rated plywood sheathing supported by a minirrium 20ga, Nominal 3-5[8" X 1-5/8" Metal C-studs spaced A maximum of lu, O.C. Fasteners shall have a minimum edge distance of 318", HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 4Z9 FSCM NO pwof4o A r PNL-PLK-a0FF Creator E. Gonzales SCALE 1/2" w I Date: 412412013 1 SHEET 7 OF 12 6.00in. --16 in. Or ----I Cledding 6.00in. Framing I 0,00in.00 Sheathing PRODUCT RENEWED as complying with the Florida Building Code 0.751n .... NOA-No. 17-0406.06 Expiration, [)late 05/0112022 By Mlami-abcfe Product Control lot WOGAV he VX"0yb# WiM &C noriol yi"f wM U*v Fkxi& 9_"" coft IZ2-64AaWunmNo STATE OFCmArolpfoduot NOMINAL 20 GAUGE 3-518" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP ANDBOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOAD$) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH-ING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKS OVERLAP 1-114' it THE EXPOSURE IS $ 8-11411 James Hardie Building Produats,.Inc. THE PLANKS ARE FASTENED WITH NO, 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETr-_R X 2-1/4" LONG CORROSION- Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone. 009-350-6300 DWG NO PYV PENETRATiNG THE METAL FRAMING), PLACED 314'UP Fax 909-427-0634 PNL-PLK-SOF5 FROM THE BOTTOM EDGE OF THE PLANK AT EACH CTeatar: E. Gonzaless SCALE Date,.4/241ZO13 SHE Fr 8 OF 12 STUD LOCATION L_ WALL I-ENG' Stud Spacing at 16" O.C_ B-(- I I I WALL HEIGH1 I 318" Minimum PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Pate05/01/2022 SEE N. D ETA I L A HardleSoffit& & Cemsoffft materials are non2sbestos fiber -cement products tested in accordance with ASTm C1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. j T 2" X 4" S-P-F QjE1:L_Pj?V1ENqLQN8 Width Length ThIckness WQod Studs V 81 114, QF-S LQN_R HardieSoffij Installation Design Pressure cemsoffit Wood Studs -70 psf PiZ0DUCTRCVLSMNailsat4" O.C. (typ.)pRODUCT gEvMw Distance a amoying with ibe Flor;dx - wooying -ith the oo" nouns coac Building Co& 3 11, 4.17Ao-Vtmft No 5"6*6 134 ZZ = Suffit fastener, as described in Note I HardieSoffit, Cemsoffit By Mlan11-15a;I6 Product ContrZ l Minimum 2" X 4" S-P-F Wood Studs The wall and Goffit frames are to be designed by the Architect or Engineer of Record In compliance will) the Florida Building Code, DGAW4 N 0. Al2 STATE OF fit HARDIESOU Ti E.ML - --Z-QEELT-P—kNE[.tt4$-T,-A!.J-A-JJI E r--TAIL,$ Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the -applicable sections of the Florida Building Code. Wood studs where HardleSoffit, Cernsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA. The soffit shall be installed over minimum 2'Y,4" S-P-F w000 studs spaced a maximum of 1611 D.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 41 O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" 0' ' C Fasteners shall have a minimum edge dietance of 316" and a minimum clearance of 2!'firorn corners. HARDIESOFFIT, CEIVISOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardle Bulloling Products, Inc- 10001 Elm AvenueRAW. Fontana, CA 92337 hone: 909-35M3DO S17-- — Fs-c-m576, bM NO REV Fax 909-427-OBM A PNL-PLK-SOFF Creator, E. Gonzales SCALE 1/2"- V-0" Date: 4124121)1.1 ISHEET 9 OF 12 4.00in.—I kODUCT RENEWED as complying with the Florid. Building Code NOA-No. 17-0406.06 Expiration nateOSI01/2022 By 4,00 n. Miami-060 Product Control PR&1A:r REVISED PROWCME WW as COUIPlying with the FIMAS as oo-0yuj -Ytb the florida9vadi" co& Building Code A No O-)f 7 Da). 0 convol r-MM0Q NOMINAL 2" XVS-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP -AND BOTTOM CONNECTION) ' I THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4!'O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing flifflAXA, 3G A zz STATE OF FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIQF ALTERNATE PROVISIONS FOR THESE LOADS) I L WAL.1- ENGTH Stud Spacing at 16" O.C. 3/8" Minimum J.ETAILA Z4 PRODUCT RENEWED as complying with the Florida Building Code NOA-Mo. 17-0406.06 Expiration DaMOS/01/2022 i A — I By Contro Nails at 6" O.C- (typ.) D i st2 rice Soffit fastener, as described in Note I HardieSoffit, Cemsoffit i 20ga,:3-5/8" 1-5/8" Metal C-stud I LThe wall and soffit frames are to be designed by the Archlte-ct or Engineer of Record In compliance,41h the Florida Building Code, I SEE DETAIL A 20ga, 3-5/11"X 1-518" Metal C-stud Hi3rdieSoffit, HardleSoffi* & CemsoffitV materials are nonasbestos 11ber-cement products tested In accordance with ASTM C1 186 Grade 11, Typa A and meeting tbe requirements of the Florida 8ullding Code. Width Length Thickness 4 8' 11E$j-Q LRRE q;QREL RAJIN(i Installation Design Pressure Metal Studs -55 nsf PRODUCT REVLwa PRWUCC REVISED 03 complyips w1w the florma S, FA ctimpybil$ With the F%n& Builditts cDft No Dandim CO& qmo, No 0,0JI 121 Fimi >Ae VV -7 TATE r OKpr.&d cm*ol fto N. " Cow*[ 0/ 0IVA P All (ristallatiorishall be done in confbrmance with thIs Notice of Arc t-;6e0YM *acturer's installation recommendations, and the applicable sections of the Flodda BUIlding Code. 2 Metal studs \here HardieSoffit, Cemsoffit wIll be installed shall be designed by an Engineer or Architect per the Florida Building Cccle and the requirements of this N.O.A. The soffit shail. be installed over minimum 20ga, Nominal 3-5t8" X 1-5/8" Metal C-studs spared a maximum 01"16, 0.0. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal ' framing);the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs: the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners %hall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Greator F.-Gonzales SiZF HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION NO James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 OM No PNL-PLK-SOFF Date! 4124/2013 1 SHIRET 11 01:: 12 6.001n. —1 6.001n, Cladding Framing 6.001n. PRODUCT RENEWED PftwuiCr REMED Oy* -' the-Flotme as complying with the Florida Building Code ftk** C-6a Avv P40 5, W,,,*ywgwkbdwFkmM NOA-No. 17-0406.06 Expiration 05/01/2022 loadingCO& 13-07fl-07 PH, AM F By Miami-vAd Product Control LO SS1014I NOMINAL 20 GAUGE 3-5/8"X 1-5/8"STI 51- STUDS 16" O.C. rION AND GRAVITY LOAD AREFASTENEDWITH6/6"WAFER HEAD SCREWS (2 PER TOP FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC' AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES APE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 91-A.LIQ NII—Q HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO, 8-13,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-114' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), P CE SCREWS 6!'O C. AT PANEL EDGES AND INTERMEDIATE 10961 Elm Avenue STUDS Fontana, CA 92337 Phorie: 909-356-6300 SIZ FSCM NO MCI N.0 REo Fa)(909-427-0634 A PNL-PLK-SOFF I Cre8tor., E. Gonzales ISCALI Date:4124/2013 ISHFET 12 or 12 L PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING TABLE I B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREWAT 10" O.C. JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING PAGE 1 2 2 2 2 2 2 2 2 3 4 4 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX i3GA N . 40. c-T P9,"% FLOIRNT" RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 M 714-292-2602; IF) 714-847-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered in this evaluation: HardiePanelID Siding, CempanelS Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7.10 2017 Florida Building Code 2015 International Building Code 2015 International Residential Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION PURPOSE: This analysis is to determine the mammum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood furrings on'eitherwood or metal framing wth nails or screws. REFERENCE REPORTS: 1. Intertek Report 102024363GOO-001A, Transverse load test on HardiePanel. TEST RESULTS: Table la. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load 2 Report Number Agency I n.) in.) Frame Type' in.) in-) and Dimensions PSF) PSF) Failure Mode 102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 6 No. 8 X 1.25* long X 0.32THD 160.7 53.6 pull through firacture3.5* wide SPF furring ribbed bugle head screws 102024363GOO-001A Interek 0.3125 48 2X4 wood stud. 3/4* thick by 16 8 No. 8 X 1.25" long X 0.323"HD 31. 4 43.8 pull I hrough3.5' wide SPF furring ribbed bugle head.screwt . I . 102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 12 No 8 X 1.25' long X 0.323'HD 106.1 35.4 pull through3.5' wde SPF furring ribbed bugle head screws 102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 3/4' thick by 16 6 0.090" shank X 0.215" HD x 1.5.1 147.6 49.2 pull through firacture3.5' wide SPF furring long ring shank nail 102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 3/4' thick by 24 8 No, 8 X 1.25'long X 0.323- HD I 82.7 27.6 pull through /fracture3.5 wide SPF turning ribbed bugle head screws 1 2. Allowable load is determined from ultimate load divided by a factor of safety of 3. 3. HardiePanel Siding complies with ASTM C1 186, Standand Specification for Grade 11, Type A Non -asbestos Fiber -Cement Fiat Sheets. Table I b. Analysis of Allowable Load for #8 Screw at 10" O.C. 8 Screw Spacing Fastener Spacing (in.) 8 12 1 10 Frame spacing (in.) 16 16 Is Fastener Tributary area (tt') 0.89 1.33 1.11 Allowable load (psf) 43w8 35.4 38.8 Individual fastener load fib.) 38.9 47.2 43.1 I The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for #8 screw at the spacing of 1 G" D.C. into furring can be calculated by interpolating the results of same fastener at 6' and 12" D.C. , since both tests had same failure mode of fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" D.C. to wood furring is 38.8 psf- Justification of Using the Results on Light Gauge Steel Framing In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project engineers responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities. I-- - . A WA S,6 FLO0- 2 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 71A-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Equation 1, c6=0.00256*K,*K,*K,1V' fref. ASCE 7- 10 equation 30.3-1) q velocity pressure at height z K, velocity pressure exposure coefficient evaluated at height z K topographic factor Equation 2, K,, wind direcfionality factor V basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(l),(2), or (3); ASCE 7-10 Figures 26.5-1 A, 9, or C V=V, fref 2015 IBC Section 1602.1 defin6ons) V ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(l),(2), or (3); ASCE 7-10 Figures 26.5-1 A, B, or C Equation 3, p%*(GC,-GC,,j) ftef ASCE 7-10 equation 30.6-1) GCp product of external pressure coefficient and gust ffect factor GCO product of internal pressure coefficient and gust -effect factor p design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,-Ki-Kd-V 4(GCrGC) Allowable Stress Design, ASCE 7-10 Section 2.4-1, load combination 7 Equation 5, 0.6D - 0.6w fref. ASCE 7-10 section 2.4. 1, load combination 7) D deadload W,windload To detennine the Allowable Stress Design Pressure, apply the Joao factor for W (wind) from Equation 4 to p (design pressum) determined from equation 4 Equation 6, p-, = 0-6*1p] Equation 7, p_ = 0.6*[0.00256*K*K-K,'V 2'(GC,-GCpi)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V_ Equation 8, V = (P d/0-6*0-00256*K,*K*Kd*(GCrGCpi))0.5 Applicable to methods specified in Exceptions I through 3 of 2015 IBC Section 1609. 1. 1., to detennine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V., = V. * (0-6)"s fret. 2015 IBC Section 1609.31) V., , Nominal design wind speed (3-second gust mph) fret. 2015 ISC Section 1602. 1) 0I RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 Table Z Coefficients and Constants used in Determining V and p, K Wall Zone 5 Height (ft) Exp B Exp C Exp D K. Kd GC, GCj 0-15 0.7 0.85 1.03 h!Z0 1 085 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.9B 1.16 1 0.85 1.4 0.18 35 0.73 1.61 1 -9 1 0-85 1-4 0.18 40 1 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1 245 1 50 0.81 1.09 1 ' 27 1 5017115 1.4 a.1111 55 0.83 111 1.29 1 0.85 0.1 l 60 0.85 1.13 1.31 1 0.85 1.4 j0.18 100 --0.99 1.26 1 0. a5 1 8 0.18 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, nd Speed (3-second gust) 1 DO 105 110 115 12_ 130 140 150 1 160 170 180 190 200 210 Height (ft) B B B B 8 B B B a B B B B 0-15 15.9 17.5 19.1 2b.8 24.4 213.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 14.4 159 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15 9 17.5 19.1 20 8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 45.8 52A 57.8 63.7 35 15,1 16.6 18.2 19.9 21.7 25-4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 664 40 15.7. 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40 1 45-3 50.8 156.6 62.7 691 45 16.2 179 19.6 21.4 23.3 27-4 31.7 36.4 41.5 46.8 52.6 585 64.8 71.4 50 15.7 18.4 211.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 21,' 2 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 21;l 3L 12 11-5 68.5 75.5 60 17 19.3 7f- 1.2 23.2 1 1 3 U- ( bb.ts 63.6 U.1 77.3 100 25.6 1-28.2 31.0 33.8 1 -36.9 43.3 50.2 5T6 65.5- 74.0 82.9 92.4 102-4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, nd Speed (3-second gwst) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C G C C C C C C C C C C 0-15 17.5 1 9 3 21.2 23-2 25-2 29.6 34.4 39.5 44.9 50.7 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.6 47.5 637 56.8 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 3&0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29A 342 39.6 45-5 518 56.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85 8 94.6 45 22.0 24.2 26.6 29.1 31.6 3T 1 43.1 49.4 562 63.5 87.9 96-9 50 22.5 24.8 27.2 32-4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 2Z9 25.2 27.7 29'7 0- 3 33.0 38.7 44.9 51.5 58.6 66.2I 74.2 82.7 91.6 101.0 60 23.3 25.7 28.2 50 -8 33.6--F 39-4 Z-5 -7 52A 59.7 67.4M 1b.b 84.1 93.2 10Z8 100 32.6 35.9 39.4 43.1 46.9 1 -55.0 638 73 3 83.4 194.1 105.5 1176 1 -1 30 -3 AAA r Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, nd Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23A 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 767 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 520 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 51.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 297 32.5 35.3 41.5 48.1 55.2-- 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56 6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 34 50.3 113.3 50 26.2 28.9 317 34.6 37. 44.3 51.3 58.9 67.1 75 154.9 94.6 104081 115.5 55 26.6 29.3 32.2 35.2 38.3 0 5N O 68-1 76.9 86.2 96.1 106.4 117.4 60 27.0 29.8Jkj 32.7 31 3b. 7 60.8 69.2 78.1M 78-76 9T5 108.1 119.2 100 37.0 40.8 44.7 48.9 53., 62.5 72.5 83.2 94.6 106.8 119.8 133,4 Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent With the 2015 IBC, 2015 IRC OG 4 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie-com Table 6, Allowable Wind Speed (mph) for HarcliePanel Siding (Analytical Method in ASCE 7-10 Chapter30 C&C Part 1 and Part 3)' 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, V 35. V_4.5. 3-second gust mph) 3-second gust mph) Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBq Section specified in Exceptions 1 1609.1.11 as determined by through 3 of 12015 IBC, 12015 IBC, 2017 FBq 2017 FBq Section Figures 1609.3(1),(2), or 1609.1.1. 3). 1 Coefficients med in Table 6 calculations for V., VVind a posure category Wind exposure category Siding K Product Minimum Thickness Ndth Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height'-' ft.) a C D 8 C I D An `1bl. Design Load P'O Exp B Exp C Exp 0 K,, K. GC, GCO D-15 193 175 159 149 135 123 0.70 C a5 1.03 hs6O 0.135 1.41 0.18 20 193 170 155 149 132 120 53.6 53.6 0.70 0.90 108 L 1 0.85 1.4 0.18 HardiePaneig 5/16 48 No. 8 X 1.25'long X 0.323' HID ribbed bugle head 15"O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5" wide wood 16 25 193 166 152 149 129 118 53.6 0.70 U4 1.12 1 0.85 1.4 0.18 30 193 163 150 149 126 116 1 -53.6 0.70 0.98 1.1 6 81 414 0.18 35 189 160 148 146 124 114 53.6 0.73 1 1.01 1.19 1 0.85 1.4 0.181 40 185 158 146 143 122 113 53.6 0.76 1.04 1.22 1 0.85 1 0.18 45 172 150 140 133 116 108 53.6 0.88 1-15 1,33 1 0.95 L4 1.4 0.18 50 179 154 143 139 120 111 53.6 0.81 1.09 127 0.85 1.4 0.113screwsfurring 55 177 153 142 137 119 110 53.6 0.83 1.11 1.29 1 1 0.85 1-41 018 60 71 152 141 135 117 109 113.6 0.85 1.13 T31 1 10.851 1,41 DAB 7_ oo 1 1 5 128 120 112 99 93 536 0.99 1.26 1.43 h 60 1 0.851 1.8 10.18 0-15 174 158 144 135 122 111 43.8 0.70 0-85 1.03 hs60 14 011 20 174 154 140 135 119 109 43.8 0-70 0-90 1.08 L 1. 185 0.85 1.4 0.18 HardiePanelO 5116 48 No. 8 X 1.25" long X 0.323' HD ribbed bugle head screws 8" O.C_ into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5" wide wood furring 1.7.8 16 25 174 150 138 135 116 107 43.8 0.70 0.94 1-1L 1 085 14 0.18 30 174 147 135 135 114 105 43.8 0.70 0.98 1.16 1 0.85 1.4 0.18 35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 O.a5 1.4 0.18 40 167 143 132 129 I'll 102 43.8 0.76 I.D4 1.22 1 0.85 1.4 0.18 - 45 164 141 131 127 log 101 43.8 0.79 1.07 1.25 1 85 1.4 DAB 50 162 140 129 125 108 100 43.8 0.81 1.09 1.27 1 0.85 1.4 3.18 55 160 138 128 124 107 99 43.8 0.83 1.11 1.29 1 085 1.4 0.18 60 158 137 127 122 106 99 43.8 0.95 1.13 1.31 1 0.85 1.4 0.18 100 131 116 101 go 43.8 0.9L 126 1.43 lh 60 1 0.85 1.8 0.18 0-15 164 149 135 127 115 105 38.8 0.70 085 103 h,60 o . . 1.4f-1.40.18 0.18 20 164 145 132 127 112 102 38.8 0.70 0.90 1.08 L 1 0.85 1.4 0.18 HardiePanelO 5/16 48 No. 8 X 1.25"long X 0-323' HID ribbed bugle head screws 10"O.C. into furring only 2X4 wood or 20 ga. steel framing, 314* thick by 3_5' wide wood furring 1,7.5 16 25 164 141 130 127 110 100 38.8 0.70 0.94 112 1 o.. . 1.4 018 30 164 139 127 127 107 99 38.8 0.70 0.96 1.16 1 1.4 0J8 35 161 136 126 124 106 97 38.8 0.73 1.01 7. 19 1 0.85 1t, 40 157 134 124 122 104 96 1 38.8 0.76 1.04 1.22 0.85 1.4 0.18 45 155 133 123 120 103 95 39.8 0-79 1.07 , 1.25 L 1 0.85 1-4 018 50 52 131 122 118 102 94 38.8 0.81 1.09 1.27 1 0.85 1-4 D.18 55 151 130 121 117 101 94 3&8 0.93_ 1.11 1.29 M 0.85 1.4 0.181 60 149 129 120 115 700 93 313.8 0.85 1.13 171 Ft FU5 1.4 0.18 100 123 95 3&8 0-99 1.26 1.43 h>60 1 0.85 1.8 D.18 0-15 157 142 129 121 110 100 35.4 o,70 0.85 1.03 hs6l) 1 0.85 1.4 D.18 20 157 138 126 121 107 98 35.4 0.70 0.90 1.08 1 F8 5 14 018 HardiePanelD 5/16 48 No. 8 X 1.25"long X 0.323" HD ribbed bugle head screws 12"O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' wide wood furring 16 25 157 136 124 121 105 96 35.4 0.70 0.94 1.12 1 0.85 1.4 0A8 30 157 132 122 121 103 94 354 070 0.98 1.16 1 0-85 0.18 35 153 130 120 119 101 1 93 35.4 0.73 101 111 1 2 1.4 1.410.18 40 150 1 128 119 116 100 92 35.4 0.76 1.04 1.22 1 25, 45 148 127 117 115 98 91 35.4 0.79 1.07 1.25 1 0.851 1.4 10.18 1 50 146 T44 125 116 113 97 90 35A 0-81 109 1.27 1 65 124 115 ill 96 89 35.4 0.83 1.11 1.29 1 2tll 1 4 60 142 123 114 110 95 89 35.4 0.85 1.13 1.3T 0.85 1.44 0.18 100 118 91 35.4 0,99 126, 1. tiff FLO ssvA RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Allowable, Ullimate Allowable, Nominal Design V'And, Speed, Design Wind, Speed, V215. V..,,'. 3-second gust mph) 3-second gust mph) Applicable to methods specified in [2015 IBC, Applicable to methods 2017 FBC] Section specified in Exmptions I 1609.1.1. as determined by through 3 of 12015 IBC, 12015 JBC, 2017 FBq 2017 F13C] Section Figures 1609.3(l),(2), or 1609.1.1. 3). 1 1 Coefficients us,ed in Table 6 calculations for V. Wnd exposure category VMnd exposure category Siding K,, Product Minimum Thickness in.) Wdth in-) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height'' IL) B C D B C D Allowable Design Load psf) Exp 8 Exp C Exp D K I K. I GC, GC- 0-15 138 125 114 107 97 88 27.6 0.70 0.85 1.33 hS60 1 0.85 1.4 0.18 20 138 122 ill 107 94 as 27.6 0.70 0.90 1.08 1 0,85 OA8 HardiePaneig) 5/16 48 No, 8 X 1.25"long X 0.323" HD ribbed bugle head screws 8"O.C, into furring only 2X4 wood or 20 ga. steel framing, 3/4* thick by 3.5' wide wood furring 24 25 138 119 107 92 27.6 0.70 0.94 1-12 1 0.85 1.4 0.18 30 138 117 ID7 91 27.6 030 0.98 7.16 1 0.85 1.4 018 35 135 1 115 1 D5 89 27.6 073 0 135 14 018 40 133 113 103 88 27.6 0.76 L 1 0 85 1.4 0.18 45 131 112 101 87 27.6 0.79 1 0,85 1.4 0.18 50 129 ill 100 86 27-6-- 0.81 A 0.85 1.4 0.18 55 127 98 27.6 0.83 1 0.85 1.4 0.18 60 125 97 27.6 0.85 1 L85 1.4 0.15 100 27 6 0-99 1-26 1.43 h-60 1 0-85 1.6 011 0-15 185 168 152 143 130 118 491 0.70 0.85 1.03 hs60 1 0.85. 1.4. 0.18. 20 la5 163 149 143 i25 115 49.2- 0.70 0.90- 1.ua 1 055 14 0 18 HardiePanelg) 5/16 48 0.090' shank X 0.215'HD x 1.5' long ring shank nail 61, O.C. into furring only 2X4 wood or 20 ga. steel framing, 3W thick by 3.5' wide wood furring 16 25 185 159 146 143 123 113 49.2 0.70 0.94 1.12 1 0.86 1.4 0.18 30 185 156 143 143 121 Ill 49.2 0.70 0.98 1.16 1 085 1.4 0A8 35 181 154 142 140 119 110 492 0.73 1.01 lAg 1 0,85 1.4 0.18 40 177 151 140 137 117 108 49.2 0.76 1.04 1.22 7 s5 1. 0.18 45 174 150 138 135 116 107 49.2 0.79 1.67 1 25 I D.B5 1.4 0.18 50 1 2 148 137 133 115 106 49.2 0.81 1.09 1.27 1 O.B5 1.4 0.18 lt_r135 131 114 105 49.2 0.83 1.11 1.29 1 0.85 1.4 0.186551i6i1451135130Ll3LOS20851.13 1 1.31 F1 T675T 14T Tjj 100 139 123 1 115 107 95 89 g U 0.99 1.26 1 1.43 h 50 1 1 10-851 1.8T0.181 2. Building height= mean rout height On feet) of a building, except that eave height shall be used for mof angle e less than or equal to 10* (2-12 rDDf slope). 3- Vik = ultimale design wind speed, 4. V_, = nominal design wind speed 5. Linear interpolation of building height (5 60 fl) and wind speed is permitted. 6. VAnd speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K =1, K,=0.85, GCP 1.4 (hs(30), GCP 1.8 (h,60), GC,=O.l 8. 7- Wood furring shall be preservative treated per AWPA. 8. Wood furring shall be specific gravity of 0.42 or greater Per AFPAINDS; or wood structural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP-1 08. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 1k % 07 c LQ FLO`ik 6 PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE0 BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING TABLE 1 B, SHEAR VALUES DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING LIMITATIONS OF USE PAGE 1 2 2 2 2 3 3 3 4 4 5 5 5 6-7 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA & ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX A w, cc ol RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel(D Siding James Hardie Product Trade Names covered in this evaluation: HardiePaneI9 Siding, CempanelS Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building CodeO EVALUATION PURPOSE: This analysis is to determine the maximum design 3-secand gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1 186) Material properties HardiePanel Siding 2- Ramtech Laboratories Report I C-127G-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report C-1 271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch I vIAde HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in, long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IG-1055-89 (ASTM E330) Transverse Load Test 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11 149-98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0. 100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1 273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1 27,r-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir mod studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racidng Shear Test, 5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1 057-89 (ASTM E72) Racking Shear Test, 5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99A 580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir Wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 1 0 0 1111 / 114e.""' 0 GA 4/ -: STATE OF 44Z 11 SOR JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table I a, Results of Transverse Load Testing RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4695 FAX PROJECT: RIO-26a6-17 Fastener spacing Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number _ Test Agency in.) in.) Frame Type _ in.) Supports upports Fastener Type PSF) PSF) IC-1270-94 - Ramtech 043125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech O 3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 1 0.3125 48 2X4 w od_qem-Fir 24 4 4 1 6d common 143 47.7 10868-97/1475 Ramtech 0.3125I 48 2X4 wood, SG Z: 0.36 16 4 B 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. long ring shank nail Min. No. 20 gauge X 3625 in- X Mim No 8 X I in. long X 0.323 in IC-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1055-89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 1 head screw I Min. No. 20 gauge X 3.625 in, X ET&F 0. 100 in. knurled shank X 11149-9811554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11 149-98/1654d Ramtech. 0.3125 48 1.375 in metal stud 2-4- 4. 8 1.5 in. long X 0.25 in. head 101 _ 33.7 1. -OW21- Load is Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM C 1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Table I b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 1,2 I Fasten7 Spaungt , Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load 3 Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type pit) Pit) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201-3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2.X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 4- 4 6d common 637.5 212.5 10868-9711475 Ramtech 0.3125 48 24 2X4 wood, SG 2t 0.36 16 4 8 4d, O.D91 in. shank X 0.225 in. 595.4 198.5 I HD X 1.5 in. long ring shank nail IC-1057-89 Ramtech 0.25 Min. No. 20 gauge X 3.625 in. X Min' No 8 X 1 in. long X _0.323 in 48 1.375 in metal stud 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0. 100 in. knurled shank X 11284-9911580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 I diameter pin fasten Min. No. 20 gauge X 3.625 in. X I ET&F 0. 100 in. knurled shank X 112134-99/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 diameter pin fasten r Da QeS S aij uc Suppuitud by iiarning. Paineis shan be appued vmn ine iong dimension eimer parallel Or perpendicular to studs. 2. The ma)dmum height-to4ength ratio for construction in this Table is 2:1. 011011 fol 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. oil \. 0 G A W-4 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-268&-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the vAnd speed requirements in ASCE 7- 10 Figure 26.5-1 A, Figure 26.5-1 B, and Figure 26.5-1 C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination vall be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design , load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256-K-K,,-Kd-V2 fref. ASCE 7-10 equation 30.3-1) q2 velocity pressure at height z K velocity pressure exposure coefficient evaluated at height z K topographic factor K,, wind directionality factor V basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBGj Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V.k fref 2015 IBC & 2017 FBC Section 1602.1 definitions) V,* . ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FSC] Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures 26.5-1 A, B, or C Equation 3, p=q,*(GC,-GCi) (raf ASCE 7-10 equation 306-1) GCp , product of external pressure coefficient and gust -effect factor GC,,, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q. into Equation 3, Equation 4, p=0.00256*K*K*Kd'V,,,"(GCp-Gcp;) Allowable Stress Design, ASCE 7-10 Section 2.4. 1, load combination 7 Equation 5, 0.6D + 0.6W [ref ASCE 7-10 section 2-4. 1, load combination 7) D ,dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W(wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P.. = ().6*fpl Equation 7, 1p d = 0.6*[0.00256-K,'K,,*K,*V,,2*(GC-Gcpi)I Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ult(mate basic wind speed for 14ardie Siding in Table 6, solve Equation 7 for V_ Equation 8, V k = (p.d/O 6*0.00256-K,'K-K,'(GCP-GCpi))-' Applicable to methods specifiedin Exceptions 1 through 3 of[2015 IBC, 2017 FBC] Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for -Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V.,i = V. * (0-6)" fref 2015 IBC & 2017 FBC Section 1609.3. 1) V, , Nominal design wind speed (3-second gust mph) (ref 2015 JBC & 2017 FBC Sec9o,5 Table 2, Coefficients and Constants -used in Determining V and p, Kz Wall Zone 5 Height (ft) Exp B Exp C Exp D K, Kd GCp GCj 0-15 0.7 0.85 1.03 h:60 1 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 O.B5 1.4 0.18 40 0.76 1.04 1.22 1 1 1 -1.4 1 0.18 45 0.785 1.065 1 1.2451 1 1 1 0:66- 1---1-.4 0.18 50 0.81 1.09 1.27 1 0.85 - 14 0.18 55 O 83 1.11 1.29 1.4 1.4 0.18 6D 0.85 1.13 1.31 1I ffiI'l12 0.18 100 0.99 1.26 1.43 1 h160 1.8 0.18 4 1V 'Y INO LY I 1 I STAUT ORO* f j A': RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-268,5-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.r-om Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed (3-secand gust) 100 105 110 115 120 130 140 150 160 170 180 190 2DO 210 Height (ft) B B B 8 B B B B B B B B B B G-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46-.8 57.8 6T-7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32 5 37.0 41.7 46.8 52.1- 52.1 57.8 63.7 25 14.4 15.9 77.5 19.1 20.8 24.4 28.3 32.5 37.0 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 9-6-4 40 17.3 19.0 20.7,-22.6, 26.5 30.7 35.3 40.1 1 -45.3 50.8 56.6 62.7 1 -69.1 45 16.2 17.9 19.6 21.4 23.3 2 .4 31,7 36.4 41.5 46.8 52.5 58.5 64. 50 16.7 18.4 20.2 22.11-24.11 28.2 32.7 37.6 4LB 48.3 54A 60.3 55 17A 1&9 20.7 22. 251 2 31-1 38.5 43.8 49.5 5515.5 61.8 68.5 5 60 17T 19.3 21.2 23 . 21 L24, 2 .2 2 34.4 39.5 44.9 5-o.T 6.8 3.3 70.1 i 7Z 100 ---25.6 28 2 31.0 33.8 1-36.91 43.3 50.2 57.6 65.5 74.0 82.. 2. Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (1t) c c C C C C C C C C C C C C G-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 4.4.9 50.7 56.8 63.3 70. 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43,6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73 O 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60. 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4,-30.9 363 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24 2 31 37.1 43.1 49.4 56 2 63.5 71.2 79.3 87.9 96.9 50 22 5 24.8 380 44.1 50.6 57.6 65 ' 72.9 81.2 89.9 99.2 55 22.9 3 25.2 2Z 7 32 32 0 38J 1 1125 51-6 6.26 74.2 82.7 91.6 101.0 60 2'2 39.4 1 4117 W Eg-.T- 67.4 7 .5 84.1 93.2 102.8 100 32.6 35.9 39.4 43.19; 46.9 55.0 1 63.8 73.3 1 83.4 94.1 105.5 117.6 130.3 1437 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 70.9 79.5 88.6 98.2 109.3 4D 25.2 27.7 30.5 33.3 36.2, 42.5 49.3 56.6 62.-8 64.4 72.7 81.5 90.9 100.7, 111.01 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 5 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.-6 104.8 115.5 55 26.6 727 -0 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 1 96.1 106.4 1-117.4 50 729 -8 32.7N-447489 35.7 Z8-9 45.7- r=0 760 -8 69,2 78.1 0-6 2 100 37.0 40.8 53.2 62.5 72 5 1 1 0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-947-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com A Wq Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 2015 18C, 2017 FBC 2015 18C, 2017 FSC I'd, - . . , W 4r 4 A I Coefficients used in Table 6 calculations for V. Allowable, Ultimate Design Wind, Speed, v,,4,6, 3 -second gust mph) Allowable, Nominal Design Wind, Speed, V-2.5, 3-second gust mph) Applicable to methods specified in [2015 IBC, 2017 FBC] Section 1609.1.1.asdete-inedby Figures 1609.3(l), (2), or 3). Applimble to methods specified in Exceptions I through3,91'[201518C, 2017 FBCI Section 1609.1.1. W_md e osure category Wind e oSure category Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height3j feet) 8 C D B C D Allowable Design Load PSF) Exp 6 Exp C E)cp D K. K, I GC,, GC, HardiePanelg 5/16 48 6d common 6 2X4 wood Herri-Fir 16 0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hS50 I O.a5l-1.41 018 20 186 164 149 1 T_ 127 116 49.7 0.7 0.9 1.08' 1 0.851-1.41 0,18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 085 14 118 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 L 1 0.85 1-4 018 35 182 154 142 141 120 110_ 49.7 073 1.01 1 19 L 1 1-85 0.85 1-4 1-4 0.18 0,1840178152141138118109 - 49.7 104 1 22 45 175 150 139 136 71-7 1-08 49.7 O.L6_ 0.785 1.065 1 0.115 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 N21 1 0 85 1A 018 55 170 147 137 132 114 106 49.7 0.83 1.11 1 2E, 1 0.85 1.4 0.18 60 168 146 136 130 113 105 493 0.85 1.13 1 31 1 0.85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 lh 60 1 0.85 1.8 0.18 HardiePanel@ 5/16 48 6d common 4 2X4 wood Hem -Fir 16 0-15 233 212 192 181 164 1 149 78.7 0.7 0.85 1 03 60 1 0.85, 1.4, 0.18 20 233 206 188 181 __ 156 159 146 78.7 0.7 0.9 1.08 1 0.851-1.41 0.181 25 233 201 185 181 143 78.7 0.7 0.94 112_ 085 14 018 30 233 197 181 181 153 140 78.7 0.7 098 1.16 L 1 OZ5 1.4 0.16 35 229 194 179 177 151 139 78,7 0.73 1 1.01 1.19 1 D.S5 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 737 0.785 1.065 1-2451 1 085 1.4 01-8 50 217 187 173 1 168 145 134 78.7 0.81 1.09 1.27 1 0,85 1.4 0.18 55 214 185 172 1 166 144 133 7&7 0.83 1-11 1-29 1 0.85 1.4 0.18 60 212 184 171 164 142 132 787 O.a5 1.13 1.31 1 0.85, 1.4, 0.18 100 175 155 146 136 120 113 78.7, 0.99 1.26 TZ- h160 1 0-851,-1.81 0.18 HardiePanel& 5/16 48 6d common 6 X4 wood Hem -Fir 24 0_15 147 134 121 114 103 94 313 0.7 0.85 1.03 hs60 1 0.851-1.41 0.18 20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 0,851-1.41 0.18 25 147 127 116 114 98 90 31.3 0.7 0,94 1.12 1 0,851 1.410.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.851-1.4 0.18 35 144 123 113 112 95 87 , 31.3 0.73 1.01 1.19 0.85 1.4 0.18 40 141 121 112 1 109 94 86 31.3 0.76 1,04 1.22 1 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 T78-5 055 1 245 1 0.85 1.4 0.18 50 137 118 106 91 31.3 0-81 1.09 1.27 1 0.85 1.4 0.18 55 135 117 105 91 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18 60 134 116 103 90 31.3 0.85 1.143 1.31 1 0.85 I.i 0.18itio-T-i 117 86 31.3 099 1.26 1.43 h 60 1 0.85 1.8 0.18 HardiePane](D 5/16 48 6d common 4 2X4 Wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 0.7 D.B5 1.03 h560 1 0.85 1.4 018 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85, 1.4 0.18 25 182 157 144 141 121 Ill 47.7 0.7 094 1.12 1 085 14 018 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16' 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1.4 018 40 174 149 138 135 116 107 47.7 D.76 l.D4 1.22 1 0-85 1-4 018 45 172 147 136 133 114 106 477 0.785 1.065 1 TZ 1 0-85 1.4 0.18 50 - 169 1 146 135 131 113 105 0.81 1.09 1.27 1 1 0.85 1.4 0.18 55 167 144 134 129 112 1-04 47.7 47.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 To-o 165 137 143 133 128 Ill- 103 477 0.85 1.13 1.31 1 .0.85, 1.4 0.18. T 121 114 106 94 88 47.7 099 1.26 1.43 h>60 1 10.851 1.8 0.18 HardiePaneMD 5/16 48 4d, 0.091 in. shank X 0 225 in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 S wood G2:0.36 16 0-15 144 131 119 112 101 92 30.0 0.7 0.135 1.03 hs60 1 0.851 1.4 71-8 20 144 127- 116 112 98 90 30.0 0.7 0.9 1.08 1 085 14 018 25 144 124 114 112 96 8B 30.0 0.7 0.94 1.12 7 Em 1-4 018 30 144 122 112 112 94 87 1 30.0 0.7 0.98 1.16 1 0-85 1.4 0.18 35 141 120 Ill 109 93 86 30.0 013 9 1 0.65 1.4 0.18 40 138 118 107 92 30.0 0.76 0.85 1.41 0.18 45 136 117 105 91 3701)__ 1.065, 1,245 1 085 1.4 0,18, 50 134 116_ 104 89 3 E L7M 1'."' 1 1.27 1 0.85 1.41 0A8 55 132 114 103 89 3GT'__ 7-M 1.11 1 1.29 1 0.85, 1.41 0.1816013111310188301131.31 T 0.851 1.410.181 100 1 1.8 6 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4695 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-889-542-7343 info@jameshardie.com 2015 IBC, 2017 FBC 2015 JBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, v,,4,6, V.5.6, 3-second gust mph) 3-second gust mph) Applicable to metho specified in 12015 JBC, 2017 FBC] Section 1509-1.1. as determined by Figures 1609-3(l), (2), or 3). TeXpOsUre Applil ble to methods specified in Exceptions 1 through 3 of 12015 IBC, 2017 FBC] Section Coefficients used in Table 6 calculations for V_ rV-11jnd category Wind e)q)osure category Siding K Product ProductsThicknes inches) Width inche S) Fastener Type Fastene Spa ng Frame Type Stud Spacing inches) Building Height" feet) B C D B C D Allowable Design Load PSF) Exp 5 Exp C Exp D K. K GCP GCij 0-15 198 180 163 153 139 126 1-6.5 0.7 0.85 1.0L h160 0.85 1.4 0.18 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 L 1 0.85 1.4 0.18 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.181in. long X 0.323 in Min. No. 20 ga. 30 198 167 154 153 130 119 56.5 0.7 0.98 1.16 1 0.85.-l.4 0.18. 35 194 165 152 150 147 128 118 56.6 0.73 1.01 1.19 i'll 0.18 HardiePanel@ 1/4 48 head diameter 6 33 mil) X 3.625 in. 16 40 190 162 190- 126 116 56.6 0.76 I.D4 1.22 0.18 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 10.851-1.4 718- ribbed X 1.375 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1 4 0.18buglehead screw' in metal stud 55 182 157 146 141 122 113 56-6 0.83 1.11 1.29 1 1 D.B51-1.4 0.18 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 1 0.851-1.4 0.18 100 149 132 124 115 102 96 56:6 0.99- 1,26- 1.43 h>60 1 0:85-1:8- 18 0-15 1 146 1 132 120 113 102 93 30.6 0.7 0.85 1 1.03 h M 1 0.85 1.4, 0.18 Min. No 8 X 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 1018 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 A 0.85 1.4 0.181in. long X 0,323 in Min. No. 20 ga. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 85 14 F- 18 35 143 121 112 110 94 86 30.6 0.73 1.01 71 -9 1 0- 1.4 0.18 HardiePanel@ 114 48 head diameter 6 33 mfl) X 3.625 in. 24 40 140 119 110 108 93 85 30.6 0.76 1-04 1.22 1 8-5- 1-4 0.18 45 137 118 106 91 30-6 0.785 1.065 1.245 1 0.85,-1-4 0.18ribbedX1.375 50 135 117 106 90 30-6 0.81 1.09_ 1.27 1 0.85 1.4 0.18buglehead screw' in metal stud 8 11 3 116 104 90 30.6 0.83 1.11 1.29 1 0.85 1.4 0.18 6. 1 2 1 115 102 89 30.6 0.85 1.13 1.31 1 0 85 0-11 100 3L6 099 1-26 1.43 h160 85 1.4 1-8 0-111, ET&F 0-15 198 180 163 153 139 127 56.7 0.7 085 103 h:560 L 1 L_ 0.85 1-4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 0.180. 100 in. 25 198 171 157 153 132_ 121 56.7 0.7 0.94 1.12 1 10.85 1.4 0.18knurledMin. No. 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85,-1.4, 0.18, shank X 20 ga. 35 194, 165 152 150 128 118 56.7 0.73 1.01 1.19 1 4 0-18 HardiePanelqD 5116 48 1.5 in. long X 0.25 in. head 4 edge 8 field 33 mil) X 3.625 in. X 1.375 16 40 190 163 150 147 126 1 116 1 56.7 0.75 I.D4 1.22 1 1 1 018 45 187 161 149 145 124 115 56.7 0.785, 1.065, 1.245 1 0.85 14 0.18 50 184 159 147 143 123 114 55.7 0.81 1.09 1 1.27 1 O 85 1-4 0.18diameterinmetal 55 182 157 146 141 122 113 56.7 OM 1.11 1.29 1 0.a5 1-4 0.18pin fastener2 stud 60 180 156 145 139 121 112 56.7 0.85 1.13 131 1 0.85 1.4 0.18 100 124 115 102 96 56.7 0.99 126 173 li 60 1 0.851-1.8 0.18, ET&F 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h:560 1 0.851 1.4, 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 085 140.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12. L 1 0.85 1A 0.18knurledMin. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 O 85 1.4 0.18shankX20ga. 35 150 127 117 116 99 91 1 33.7 0-73 1.01 1 1.19 1 0.135 1.4 0.18 HardiePanel& 5116 48 1.5 in. long X 0.25 in. head diameter 4 edge 8 field 33 mil) X 3.625 in. X 1.375 in metal 24 40 147 125 116 114 97ENAO 90 33.7 0.76 I.D4 1.22 1 0.85 1.4 018 45 144 124 115 112 96 89 33.7 0-785 1.065 1.245 1 0.85 1.4 0.18 50 122 113 110 95 88 33.7 0-81 1.09 1.27 1 0A5 1.4 018 119 121 113 109 94 87 33.7 083 1,11 1.29 1 .0. 1.4 018pin fastener2 stud 120 112 107 87 337 0.85 1.13 1.3 1 1 1 0.851-1.4- 0.1881001158933.7 0.99 1 -26 413 Lh>6o 1 1 o.85i 1.s 1 c.18 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. off OGAWA 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10* (2-12 roof slope) JI .11 4. V. = ultimate design wind speed ............ 5. V, = nominal design wind speed E 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K,,=1, Kd=0.85, GC,1.4 (N 60), GCp l (h,60) Z LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per MiamkDade County Florida, NOA 17-0406.06 C,-r It, 7 Florida Building Code Online Page I of 2 BCIS Home Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications contact us BCIS Site Map Links Search ulogP.ro,' 496 ti'i pjprov.l U User Product Aonroval Menu > Product or Application Search > Application Lis > Application Detail FL # FL16544-R3 Application Type Affirmation Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Alpha Aluminum, Inc. 1710 Premier Row Orlando, FL 32809 407) 509-2008 alphaaluminuminc@yahoo.com Luis Lomas rllomas@lrlomaspe.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 01 Evaluation Report - Harcicopy Received Luis R. Lomas PE-62514 Keystone Certifications, Inc. 07/30/2023 Steven M. Urich, PE El Validation Checklist - Hardcopy Received FL16544 R3 COI FLCOI.Ddf Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code RI 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 0 Yes 0 No C N/A https://www.floridabuilding.oro,/pr/p app d I.aspx?param=wGEVXQwtDqvqqu2w%2b... 11/15/2018t Florida Building Code Online Paae 2 of 2zn Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved S ummary of Products FL16544 R3 COC FL16544-R3-COMP.r)d Method I Option D 01/12/2018 01/12/2018 01/14/2018 FL # Model, Number or Name Description 16544.1 Alpha Aluminum Solid & Vented Alpha Aluminum Solid & Vented Aluminum Soffit/ CMU & Aluminum Soffit/ CMU & Wood Wood Limits of Use Installation Instructions Approved for use in HVHZ: No FL16544 R3 II 08-02198A.pd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO INSTALLATION INSTRUCTIONS FOR FL16544 R3 AE 512914A.od DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes FEE FZ_-, Contact Us :: 2601 Blair Stone Road, Tallahas see FL 32399 Phone: $50-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avaflable to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 5E CM Igg W L—__J C-= Credit Card Safe https://www.floridabuilding.org/pr/P_app_dtl.aspx?param=wGEVXQvADqvqqu2w`/`2b... 11/15/2018 16 5/8" 4 9/32" 7/8" 4 9/32" 7/8" — 1/2" 3/4" 16" ALUMINUM SOFFIT- SOLID AND VENTED 3105H28ALUMINUM.012" THICK VENTED VERSION VENTED AREA: 20.25 IN ILINEAR FOOT DESIGN PRESSURE RATING IMPACTRATING i54.2PSF NONE WHEN INSTALLED IN 12"OVERHANG DESIGN PRESSURE RATING IMPACTRATING i38.4PSF NONE WHEN INSTALLED IN 16'OVERHANG DESIGN PRESSURE RATING IMPACTRATING 3 1. 1 PSF NONE WHEN INSTALLED IN 24'OVERHANG TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 PROFILES AND NOTES 2 — 3 INSTALLATION DETAILS AND COMPONENTS REVISIONS DESCRIPTION DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L. 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. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4. FRAME MATERIAL: COLD ROLLED FORM ALUMINUM 3105—H28. 5. FOR,ANCI-IORING INTO WOOD FRAMING 013 2X BUCK USE 1 3/4" TRIM PAINTED SFAINLESS STEEL NAILS WITH 1/4" HEAD DIAMETER, 3/4"Xl/4" CROWN OR 3/8"X3/8" STAPLES. REFER TO DETAILS A, B, C, AND E FOR MINIMUM EMBEDMENT AND SPACING. 6. FOR ANCHORING INTO MASONRY/CONCRETE USE .097" DIAMETER T NAILS OR STUB NAILS REFER TO DETAIL D FOR MINIMUM EMBEDMENT AND SPACING. 7. ALL FASTENERS TO BE CORROSION RESISTANT. 8. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLAFION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER) - SIGNED: 1211112014 ALPHA ALUMINUM INC. owl Hfow/ 1710 PREMIER ROW 0 ORLANDO, FIL 32809 E Nq 016" ALUMINUM SOFFIT PROFILES AND NOTES TAT OF OR N' DRAWN: DWG NO. REV V. L. 08-02198 A SCALE DATE -[7"EE' NTS 08/05/13 I OF 3 fill; BILL OF MATERIALS iTEm NO.:I PARTNUMBERIDES :ACTURER I MATERIAL I MINUM INC JALUMINUM 3105-1-128 2 IFCHANNEL IALPHA ALUMINUM INC I ALUMINUM 3105-1-128 FRAME BUILDING BY OTHERS SEE J, DETAILS A 8 AND C SkEET 3 12" OVERHANG 12" OVERHANG INSTALLATION DETAIL 3/4" 1 5/16" L 1/2" f F CHANNEL 3104-H28 ALUMINUM. 012" THICK FRAME BUILDING BY OTHERS SEE SEE J, SEE - DETAIL E DETAILS DETAIL E SHEET 3 A. B AND C SHEET 3 SHEET 3 16" OVERHANG 16" OVERHANG INSTALLATION DETAIL REVISIONS DESCRIPTION I DATE I APPROVED DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L. FRAME BUILDING BY OTHERS EXTERIOR \ X FURRING SEE _0 TRIP SEE DETAILS DETAIL E A, B AND C SHEET 3 SHEET 3 SEE DETAIL D SHEET 3 12" MAX O.C. 24" OVERHANG 24" OVERHANG INSTALLATION DETAIL ALPHA ALUMINUM INC. 1 710 PREMIER ROW ORLANDO, FL 32809 16" ALUMINUM SOFFIT INSTALLATION DETAILS DRAVIN; DWG NO, V. L. 08-02198 SCALE NTS I DATE 08/05/13 ISHEET2 OF 3 SIGNED: 1211112014 oWllljoo R L 0 1.40 51r 1TAT OF , ZY F 0 0 Dv... RI A 1 1/4" MIN EMBEDMENT 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER LOCATED 24" MAX O.C. DETAIL A WOOD FRAMING INSTALLATION W1 F CHANNEL AND NAILS 3/8" MIN EDGE DISTANCE 3/4"Xl/4" CROWN STAPLES LOCATED 24" MAX O.C. IN DIAMOND PATTERN WOOD FRAMING INSTALLATION W1 F CHANNEL AND STAPLES 5,8" MIN EMBEDMENT T NAIL OR STUB NAIL 097" DIAMETER LOCATED 24" MAX O.C. L-3/8 MIN EDGE DISTANCE DETAIL C 2 MASONRYICONCRETE INSTALLATION WIF CHANNEL AND NAILS - VUMMiIVU 0 1 Mir HV0 I ALLA I IUIV 24"OVERHANG 3/8" BETWEEN STAPLES 1 BETWEEN STAPLES DETAIL F STAPLE DIAMOND PATTERN 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER 1) PER PANEL 3/4"Xl/4" CROWN STAPLE 1) PER PANEL REVISIONS DESCRIPTION kTE -111,IED DIMENSIONS AND MATERIAL GRADE 1 1/13/14 1 R.L. FASCIA TRIM 1 " MIN EMBEDMENT I 3/4"Xl/4" CROWN STAPLE OR 3/8"X3/8" STAPLE LOCATE (1) AF EACH GROOVE 1/4" FASCIA LIP -' 1 3/4" TRIM PAINTED SS NAIL 3/8" MIN W/l/4" HEAD DIAMETER EDGE DISTANCE LOCATED 24" MAX O.C. DETAIL E WOOD FRAMING INSTALLATION FASCIA SIDE ALPHA ALUMINUM INC. 1710 PREMIER ROW ORLANDO, FIL 32809 16" ALUMINUM SOFFIT INSTALLATION DETAILS DRAWN: DWG NO. V. L. 08-02198 77 T E 08/05/13 ISHEET3 OF 3 SIGNED: 1211112014 0 E N A4o 96V TAT OF EV A ONAI- Florida Building Code Online Page I of') BCIS Home ! Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map 1 Links Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application Lis > Application Detail FL # FL7006-RIO Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetzOOI@tampabay.rr.com Authorized Signature Robert Metz rmetzOOI@tampabay.rr.com Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Category ' Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency FM Approvals - CER Validated By Locke Bowden 6 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161 modified to 110 mph 2016 ASTM D3462 2010 ASTM D7158 Class H 2011 ASTM E108 2011 Equivalence of Product Standards Certified By https://www.floridabuilding.org r/pr app dtl.aspx?param=wGEVXQwtDqse7mYBd2b'K... 2/6/2018IZI/P -1 Florida Building Code Online Page 2 of 3) Product Approval Method Method 1 Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL# Model, Number or Name Description 7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.r)dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017)j)d Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.Qd Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006,-.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont. and Brampton, Ontario plants. Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC ASTM D 3462 - Shingle lette Surveillance Audit Location - (6-28-2017).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).i)d FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).Pd Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 11 Hip and Ridge Cap Shingle Installation Instructions.pd FL7006 R10 11 IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pd Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 dge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use 'n-HVHZ: Yes FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26 2017) from FM.pdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdDesignPressure: N/A Other- FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26 2017).Dd Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006j)d FL7006 R10 II Roofi na7Products- Lead i ng-Edge-Plus Aipplication-ENOM)df Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 3) of 3 7006.4 Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; I I Sylacauga, AL and Kanakakee, IL plants Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.Ddf FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26- 2017).Pd FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26 2017).Dd Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.od Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Contact Us :: 2§Q1 131slir Stone Road. Tallahassee FL 32399 Phone, 850-467-182 The State of Florida is an AA/EE-O employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Appro al Accepts: M r] W-1 KE M https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018 M IA, 1010, UTI TOM NO INIPFANNA R October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. this -review was . completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab — Appins 8AGXEFS-2012-1 1—reformatted 2013-02-revO7/13-Florida) 2) IKO Laminated SI 7ingles Application Instructions EN -Laminated — Appins 8TTEFS-2012-04 reformatted 2013-02-revO7/13-Florida) 3) IKO,Hip and Ridge 12,pplication Instructi—ons EN-H ipan d Ridge 1 2-3H RTri-201 3-08—reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: Brad Grzyboylski I Manag.ing 136rector Signed: Duc T.,Nduyen Florida . . . . . ..... ere Professional Engineer P.E. Number: 65034 Date: October 27, 2017 Date Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions KO-1 87-02-01 October 27, 2017 PRI Construction Materials Technologies, LLC. 6412 Badger Ddve Tampa, FL 33610 Tel: 813-621-57T7 Fax: 813-621-5840 e-mail: matedaistesting@pricmt.Gom WebSite: http:/Awww.pricmt,com i IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1 " and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21 " per foot (60') or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEPSLOPES t SEAUNG STRIP 6-118- A 112" NAILS NAILS DO NOT NAIL INTO OR ABOVE T+4E SEALING STPJP PRI Construction Materials Technologies, 1-I-C. 6412 Badger Ddve Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesfing@pricmtcom WebSite: hftp:/Auww.pdcmtcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1 " and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" perfoot (60') or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should sea[ to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 & NAIL LINE NAILING - STEEP SLOPES APPLICAT'llON Use six nails as &ho vn. CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construdon Matedals Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matehalstesting@pricmt.com WebSite: hUp:/A~.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1 " (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain 8 three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness bystacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. c,5 TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstestng@pricmt.com WebSite: http:/twww.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1 . Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 13 1/4" (1000 mm x. 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4"(75 mm to 100 mm) from the eave edge and 1 " (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of therobf. The shingle-sh ould-overha ' ng the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 " (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lie's flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: mate alstesting@pricmt.com WebSite: http:/Iwww.pdcmt.com Florida Buildinc, Code Online Page I of 21= Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Eduardo Lozano elozano@interwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE LW! Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R3 COI 2017 01 COI Nieminenj)d Standard ASTM D1970 (tear) ASTM D226 (physicals) Year 2015 2009 https:llv,,N.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv'DyVVKJZ IQ... 2/6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R3 11 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.DdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216z R3.pd Created by Independent Third Party: Yes H- E F i7-t Contact U :: 2601 Blair Store Road, Tallahassee FL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to ction 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M WA F90151 Ei 0 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv3yVVKJZIQ... 2/6/2018 ERDTRINIIT ` EVALUATION REPORT Interwrap' Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 551) 574-2939 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (2013) 262-9243 Evaluation Report 140510.02.12-113 FI-15216-113 Date of Issuance: 02/17/2012 Revision 3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6" Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency -noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality.Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity 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: x-- Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. Trinity I ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P,.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither 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. TRINITY' 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 following sections of the 6 1h Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.1.1, T1S07.1.1 Unrolling, Breaking Strength, Pliability ASTIVI D226 2009 1507.1.1 Tear Strength ASTM D1970 2015 3. REFERENCES: n Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 PRI (TSTS878) ASTIVI D1970; Tear strength OCF-330-02-02 10/03/2017 ITS (QUA16.73) Quality Control Service Confirmation 09/30/2017 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: 1:- COVER, ROOF; -OPT ONS Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes W "N N" An yies y I : NoU 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, LLC. Evaluation Report 140SIO.02.12-R3 Certificate of Authorization #9503 6T' EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or 11 underlayment in FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.2 Single Layer; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Layer; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3 Certificate ofAuthorization #9503 6T' EDITION (2017) FBC NON-HVHZ EVALUATION FLIS216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 UlkV, 1 RhinoRoof " U20 Installation Instructions RhinoRoof' U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof' U20 must be covered by primary roofing within 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoof' U20 isto be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1 " in from the edge. For low slope applications it is recommended to overlap 50% plus 1 ", for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof' U20 can be anchored with corrosive resistant 3/8" head x 1 " leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1 " plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer. DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof' U20 will void warranty. ANCHORING: All anchoring nails must be flush, 90 degrees to the roof deck, and tight with the underlayment surface and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPM based caulk or tape sealant. J Y!V 6 L EXTENDED EXPOSURE: If RhinoRoof' U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended for best performance to use with the rough edge facing up. For extended exposure it is always recommended to anchor on every printed position on the facer. RhinoRoof' U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep slope roofs, such as use of tie -offs, toe boards, ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may vary with surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap' Roofing Products Division Charleston, SC - Vancouver, BC e Mission, BC - Montr6al, QC Web: vr\,vw.InterWrap.com/roofin9 E-mail: info@interwrap.com Toll Free: 888 713 7663 Tel: 778 945 2888 @ Florida Building Code Online Page I of 2 R— BCIS Home Log In user Registration Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search ciiProduct Approval USER: Public User Product Approval Menu > Product or Application Sf;arch > Application Lis > Application Detail r FL # FL16994-RS Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Southeastern Metals Mfg. Co. Address/Phone/Email 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey@semetals.com Authorized Signature Jeremy Kelsey jhkelsey@semetals.com. Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 70 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 12/20/2020 Validated By Locke Bowden 17 Validation Checklist - Hardcopy Received Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eva[ Report Off -Ridge Ven final.pd Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1503.5 1709.2 Product Approval Method Method 2 Option B https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ-,A7tDqvBwYu9TrZN... 2/6/2018 Florida Building Code Online Paae 2 of 2 In Date Submitted 09/26/2017 Date Validated 10/10/2017 Date Pending FBC Approval 10/15/2017 Date Approved 12/12/2017 r"._M- f P-1l."t. 7 FL # Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 11 SEM14001.5a 2017 FBC Eval Report Off - Ridoe Vent final,ndApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off- RAge Vent fjnaL.p.f 1 Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 11 SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final. odf Created by Independent Third Party: Yes F.—. _vk IF, e_.t Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M = F01A P 0 F " https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNA,tDqvBwYu9TrZN... 2/6/2018 ZOO i0i4A"'__ EVALUATION REPORT Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE, 6" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FIL 32218 800) 874-0335 http://www.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL ILLC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503.5, 1709.2 Properties: Roof Ventilation REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) SEM-029-02-01 ASTM E 330 2014 PRI Construction Materials Technologies (TST5878) SEM-031-02-01 ASTM E 330 2014 Zachary R. Priest, P.E. (CREEK Technical Services) SEM14003 Calculations 2014 PRODUCT DESCRIPTION Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTIM A653 CS Type B steel-, Shall conform with FBC Section 1503.2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high. Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001.5a FL16994-R5 Page I of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. Off Ridge Vent TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15132-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope: Minimum 212 Installation Height: Maximum 33-ft Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris prior to placing vent. Apply ASTIA D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the roof sheathing. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5- inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5- inches o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 SEM14001.5a FL16994-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1 ) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6th Edition (2017) as evidenced in the referenced documents submifted by the named manufacturer. E NG 2017.10.10 No 74021 10:29:43Ih--Z Z -04'00' STATE OF IJJ 0% 0 R Zachary R. Priest, P.E. 4 Florida Registration No. 740210NA - Organization No. ANE9641 t"' 1111111111111t CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will --acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT SEM14001.5a FL16994-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MIAM102ADE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD -AND CODE ADMINISTRATION DINISION NOTICE OF ACCEPTANCE (NOA Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 118 05 S W 26 Street, Room 208 Miami, Florida 33175-2474 T (786)315-2590 F (786) 315-2599 wwv;,.niiamidade.2oNT/econont-,7 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). I This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section thatthis 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 CodeZ> 1_ 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 narne or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any sectionZ> 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. 08-042' ).01 consists of pages I through 3 The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page I of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing25 Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT: Manufactured bv Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4- 1/21' x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, Fl, EVIDENCE SUBMITTED Test A2ency Test Identifier Test Name/Report PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 ICC-ES AC 13 2 SEM-027-02-01 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 15 / 32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Date 08/14/03 01/07/14 Cutout: Mark a 31/2" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away 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 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-1/4" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" 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.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 LIMITATIONS: 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. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida BuildingZD 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 identifiable marking of the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County ProductInC, Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS 0 ROOF FLANGE NAIL PLACEMENT a 0 0 0 END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 Grant Maloy, Clerk Of The Circuit Court & Comptroller Seminole County, FIL Inst #2019009815 Book:9289 Page:777; (1 PAGES) RCD: 1/28/2019 3:37:18 PM REC FEE $10.00 THIS INSTRUMENT PREPARED BY: Name: Ali Suarez Address.. 5200 Vineland Road Suite 200'Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number 2&- 11 y - oc 'A SS1 Parcel ID Number: 17-20-31-502-0000-1960 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided In this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 196 Wyndham Preserve Plat Book 81 / Pages 93-102: 3957 Night Heron Or, Sanford, FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FIL 32811 Interest in property: Fee Simple 15Foe Simple Title Holder (if other than owner listed above) Name- 1 . I—— CONTRACTOR: Name: Park Square Homes Phone Number 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 0"DC-ry /is 11—ki. -0 of the a ant bond is attac dl: w.m.- N/A V11 I Ily r j .. ArIfIrpqq, N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. IVID: I MOC3J Cincinnati, OH 45227 1 Amount of Bond: N/A 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(l)(a)7., Florida Statutes. NIMA, Phone Number 8. In addition, Owner designates to receive a copy of the Lienor's Notice as provided in Section 713.13(i)(b), Flodda Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration is I year from date of recording unless a different date is spedfied) 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 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. A" , , of 0 er 0 , or ers or Lessee's Au(hodzed c 0 Rartner/Manager) Vishaal Gupta, Execulfive Vice President Pdnt Nam and Pro -Ado Signatorys TRWOtko) State of FlaidcL County of The foregoing instru nt was acknowledged before m a this day of by_ yrs)r) 6upj= . Who Is personally known to me VOR Name of person making statement who has produced Identification El type of Identification produced: SEADRINNE M1 :DONOGHUE 9NotaryPublic - State of Florida n # G 170872commission # (3 P"e 8 , 0MyComm. Expires Feb 8. 2022 U11 ", M", 0 V E R 3 A L SCjLENGUNEERING ENCES Consultants In: Geotechnical Engineering * Environmental Sciences Geophysical Services - Construction MaterialsTesting - Threshold Inspection Building Inspection - Plan Review - Builcling C6cle Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 In -Place Densily Test ReRo roject No: Worko'rder No: Report Date: 0110.1700817.0000 9433040-2 2/5/2019 Client: Park Square Homes U-E-S lechnician: DiJon Davis 5200 Vineland Road Suite 200 0", Orlando, FL 32811 q F 00 xt2 - Qate Tested: 02/05/2019 I VA Project: Wyndham Preserve, House 1-8Mang East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: Lot 196-3957 Ni.qht Heron Dr Twe of Test: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range Ma)(imumC)ptimum Density pcf) Moisture Field Dry Density Pcf) Field Moisture oil Compaction Native Depth inch) Pass or Fail 6 West proposed footer 0-1 ft 106.8 10.6 101.3 5.5 95 N/A Pas: 7 North Proposed footer 1-2 ft 106.8 10.6 105.7 6.0. 99 N/A Pas! 8 East Proposed footing 1-2 ft 106.8 10.6 104.2 7.2 98 N/A Pas! 9 SE corner of pad(TOF) 1-2 ft 106.8 10.6 106.9 8.1 100 N/A Pas! 10 1 SE corner of pad(TOF) 2-3 ft 106.8 1 10.6 1 103.6 1 8.5 1 97 1 N/A Pas! Remarks: At the time of testing, the footer was not excavated. So i dug down to the proposed footing and started testing there. r- #-I 'U-4, M. 0,.h K, 11 - - I P&X^ 17- --44 9 - 6 7 7 DESCRITITION AS FURNISHED: Lot 196, WYNDHAM PRESERVE, as recorded in Plat Book 81, Poges 93 thr,xigh 10" of the Public Records of Seminole County, Florida. BOUNDARY FORICERTIFIED TO: Park Square Enterprises, LLC (a I)eloware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Titie Insurance Fund; Bank of America LOT 204 LOT 203 LOT 202 S 00*1657" E 60. 00' LOT 196 34.47' 34.47' 16.7' 15.67' 12. 0 ol LOT 195 C) 60FORMBOARD LOT 197 FOUNDATION 0 TOF-TOP OF (73 FORM CO FORM AVERAGE 23.57' 9.3" 15.67' 3, 15.67' 37.20' 25.20' 25.20' 10' UTIL. ESMT. [ S 00*1657" E (B-8) 60.00' SITBA(KS AS FURNISHED FPONT - 25'(') REAR :- 20' NIGHT HERON DRIVES!!)E 5' (40' LOT) 7.5' (6o' LOT) 50' PRIVATE ROAD) 10' (75' LOT) S E STREET 25' (60' & 75' LOT) 15' (40- LOT) 25' FRON SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS, NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PRalOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAWAGE PLANS I EDPOPOS DRAINAGE FLOW '0`05 LGT 3RAJING TYPE A PRO10510 FF. PER PLANS = 23.3' C,WYSF,jVAf=-R-SC0TT & ASSOC, IzVC - -1-112VD SVRVEj11'0RS I IMILT ON L- 5400 E. COLONIAL DR. ORLANDO, FL. 3280 7 (407)-277-3232 FAX (407 -658-1436 1 P P c- D' REVERSE C OF D "URE I- E UNOD W DOES HEREBY C FY WT SURVEY M ME SZ—OS OF PRACUCC Sff FOM Ry oRIO BWD 0, 1. T 1. -LB 45% Kc. L— vp. -En PRD WRVEYDR5 AND V il W-17 FLOR104 ADMINWRARVr CODE PURSLUNT TO C 171.117, FLOMN ST-ES2. UNLESS OWOoSSED ,,,,TURE AND OMMU, -,D SM TRS U, Mpj NOT V_D T POP -1 OF MI. MI. 3. MIS SURVEY WAS PRE)IMED FROM ME INFORiAnCH FURMSPED TO TkE SUM71OR, YH r WY a MR MI, MEOTHEsM Is GOO &DM T Cr TMS PROPV- T OF P- REFERENCE T FLOOR _,.PW 4. N UND&VROUND IMPROMUENM MVE EDEN LMTED U, DINI S-WN. T-wly S' MIS SURVEY IS RREPARM FOR ME U E- OF 05-r — TO MD NOT OF -0 UPON -,- - 5- WENSMS SHO*N FOR THE LOCA71M OF IMPROVEUENM HaTON HOULO MY RE USED TO RECONSTRVU 36UNo-LiNES. E.SZ.E1.1 WE 1 E REMINGS, ASSU.ED w- AND ON E L,NE S,.- &, WE .LNG (U ITIL TI VIMYS, IF SMM, ARE EOSED ON HAVDIAL GEDOETC MMCAL DATUM OF 1929, UNLESS OMERV SE No 1N --D- 9, CDI TE OF Al"MQ TOI M*, #Sl W. TE 1- T .1 . -ME P.T. O v T-K, SCALE ---- 1' 20'-- R-11TIO11 R CERITRED BY N.. LD ELT PLOT PLAN 11-05-018 7,359- r C--1 FORMBOARD FOUNDATIONIFLEVS. 00-00-0,I) 8C,1-19 CR c KaMO NORTH T,IS 9.11DING\11ROPERTY DOES NOT UE WHIN AE E WUSHEO 100 WAR FLOOD PLANE AS PER 'FIRM- 40!SUS0ENM ER R). 4714 2 ONZ 'A AUP I 12F I 7CO090 F (09-28-07) W W C IT R L 1 4801