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Home My WebLink About416 Red Rose Ln 17-2019 (A) & PERMITCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100003 BUILDING APPLICATION #: 17-10000396 BUILDING PERMIT NUMBER: 17-10000396 UNIT ADDRESS: RED ROSE LN 416 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: June 29, 2017 21-19-30-510-0000-0950 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 416 RED ROSE LN / LOT 95 SFR THORNBROOK PH 4 -------------------------------------------------------------------------------- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE - ------------------------------------------------------------------------------- ROADS-ARTERIALS CO -WIDE ORD 2 -FINANCE 4 -LAND MANAGEMENT OY **NOTE** Single Family Housing ROADS 705.00 1.000 dwl unit 705.00 -COLLECTORS Single Family N/A Hoping .00 1.000 dwl unit .00 FIRE RESCUE N�A MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, LIBRARY CO -WIDE ORD PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 SSingle Family CO -WIDE ORD Hoping 51000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOUNT DUE 5,759.00 STATEMENT 1 p RECEIVED BY: A1lR l AIHI��E1� SIGNATURE: ( PLEASE PRINT NAME) i 2 1) DATE: 1 I NOTE TO RECEIVING SIGNATORYLAPPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT OY **NOTE** P PERSONS ARE ADVISED THAT T4IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ` ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES D MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING O(�' SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW cr MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER 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 OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number: 28-19-30-5)O-000OA93 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOYY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER Br, 8944 P9 142 (1P9s) CLERK'S 4 2017066290 RECORDED 06/29/2017 02:12:17 PM RECORDING FEES $10.00 RECORDED BY jeckenro The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. or 1. Description of property : LOT 1 Legal Description 4. 5. 6. 7. 8. 10. Addresses : Thornbrooke Phase—A, according to the plat thereof, as recorded in Plat Book_&_Pag44Mof the public records of Seminole County, Florida. 41(, fido?w_ ` 4 Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 0 Surety: N.A. Lender: N.A. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: ti 061n Asa Wright aylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wrig w personally known to me. Notary Public DA ClarkgttS , My commission expires: 6/27/19 ��euMSS�Y1 D)A �^' 11e g�OZ Serial No. FF 209108 otary Signature: Qp�dhl: Z Uj r�- u •mss thy. Q,�h~ - W j � O zF o CC J J .Z 0 W v �a1 W 000 -Pcuz CC O W_3 z W Vuav+ Surety: N.A. Lender: N.A. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: ti 061n Asa Wright aylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wrig w personally known to me. Notary Public DA ClarkgttS , My commission expires: 6/27/19 ��euMSS�Y1 D)A �^' 11e g�OZ Serial No. FF 209108 otary Signature: Qp�dhl: Job Address: EC9iVE TY OF SAN RD BUILDING & IRE PREVENTION Application No: BY' — ` o Documented Construction 41(o I 4u:p. I _ eol R tise, La >,.e_ PERMIT APPLICATION 1-7 - a 0 l q Historic District: Yes ❑ No 0 Parcel ID: 27-19-30-510 -0000-04S 0 Residential U Commercial ❑ Type of Work: NewEl Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: NEW SINGLE FAMILY HOME THORNERROOK PHASE L4 LOT NUMBER: R5 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daph ne@Perm itsPerm itsPermRs..om Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-0940 Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, Ox 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: 51s Edition (2014) Florida Building Code \a` Revised: June 30, 201 S 1 t'� C' Permit Application S 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. Owner/ ent D SigAofCont— Sign;?06ftor/Agent Date TAYLOR MOB#A LORIDA INC JOHN AS HT Print Owner/Agent' Print Con t / ame [a( L Signature of o -State of Florida to Signature of No -State of Florida Date 1F�Y C� t�Y f+V D. A. CLARK +�: •'••�4• D. A. CLARK MY COMMISSION it FF 209108 . « ♦ *My COMMISSION 0 20108 EXPIRES: June 27, 2019 EXPIRES: June 277 , 201919 o'lfoF R��' BgbeO TAN Budget Notary Service J�'fFor rt Bonded Thru Bttel Notary servic:S Owner/Agent is ](FS Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced 1D NIA Type of 1D Produced ID -All— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building o Electrical a Mechanical a PlumbingR Gas[] Roof ❑ Construction Type: N%- Occupancy Use: Flood Zone: A, i Tr41�1D Total Sq Ft of Bldg: 32441 Min. Occupancy Load: # of Stories: 2 - New New Construction: Electric - # of Amps �� Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No Z # of Heads Fire Alarm Permit: Yes ❑ No� APPROVALS: ZONIN 7 UTILITIES: WASTE WATER: ENGINEERING: *A'(C. 7-,G,'Za1FIRE: BUILDING: - COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR -DETACHED Permit # 17- 7,01q BUILDING PERMIT Max Inspection Description Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power (TUG) Slab / Mono Slab Pre our 20 1000 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence REVISED: June 2014 Address! Alk psA P; -)<p ELECTRICAL PERMIT Max Inspection Description Min Max Inspection Description 1A L 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Under ound 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final zL C n_ \��C� 2U�� =:► tow �Or Inspection 1 1 1 �-Mechanical Rough 1�01 Mechanical Final SANFORD BUILDING & FIRE PREVENTION 1>� ! PERMIT APPLICATION AUL o a, 22 7 Application No BY' — 41(omuoc ented Construction Value: S 24-1q � Job Address: - 1 _,ed R °s4& Lam— Historic District: Yes ❑ No ❑ Parcel ID: 27-19-30-510 -0000-093' 0 Residential R Commercial ❑ Type of Work: New X❑ Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE L( LOT NUMBER: q5 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@Perm*tsPermitsPerm*ts.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT /TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: 407-257-0940 Street: Fax: City, St, Zip: Bonding Company: N/A Address: - -- - E-mail: Mortgage Lender: N/A - dress: -- - - --- -- - -- - - - - - - - - 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: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application C NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this Oroperty 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. 6 I - Signa of owner/ ent Da a Signa re of Contractor/Agent Date TAYLOR MOBW OKLORIDA INC JOHN ASA4WHT Print Owner/Agent' Print Con t / ame Signature of o -State of Florida to Signature of No -State of Florida Date r r to�►R •�ero D. a CLARK �°`:� •'� D. a CLARK * * MY COMMISSION I FF 209108 ♦ * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 t EXPIRES: June 27, 2019 BoWed Thru Budget Notary Serdw F u +' or n Bonded ihnr Budget Nolary $gripes Owner/Agent is _M Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ❑ Electrical ❑ Mechanical ❑ Plumbing❑ Gas❑ Roof ❑ Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes ❑ No-❑ # of Heads # of Stories: Plumbing - # of Fixtures Fire Alarm Permit: " Yes ❑ No ❑ - K APPROVALS: ZONING: UTILITIES: 1 — WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 416 Red Rose Land Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0950 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: ❑E New structure ❑ Existing Structure (pre -2007 FIRM adoption) ❑ Expansion/Addition ❑ Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE WPosjt200j7 FIRM adoption �finish�edflo�orelev�ation 24" above BFE (Ordinance 4360) Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: ❑ The parcel is in the: ❑ floodplain ❑ floodway ❑ A portion of the parcel is in the: ❑ floodplain ❑ floodway ■❑ The parcel is not in the: ■❑ floodplain ❑ floodway ❑ The structure is in the: Elf loodplain ❑ floodway ❑ The structure is not in the: ❑ floodplain ❑ floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP#17-2019 Reviewed by: Michael Cash, CFM Date: July 6, 2017 • 0 0 p Application for Right -of -Way Use for Driveway, Walkway & Landscape F �O R I p,9 Department of Planning b Development Services —1877 — www4onfordm.gov 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location oof�the �existing rri�ghhtt-of-way aa+nd use shall shall be provided or application could be delayed. cell Woo you dig A -L MW 1. Project Location/Address: kFEM Sc La K -P-- 2. Proposed Activity: Driveway ElWalkway Other: 3. Schedule of Work: Start Date MSV Date Emergency Repairs 4. Brief Description of Work: diMIA C �A Y � MSV &RC This application is submitted by: Properly owner. � J �/ p /�� Signature: , Ly Print Name:Aa- M,,aMhA-AI /�J%%L�rir'J Address: % 41A)F MIMAX 7S Phone: W-&7-6 ?4 0 Fax' Date: V Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/mprovement fury restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requeslor's expense and, if necessary, file alien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's rightof-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: S This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. IPre -pour Inspection by: Date: I >> :Official'1Jse Ori`�•`/- • �yf r ii• �rr .p. A. I tidn�+fo t >... r.:m . Jw::... :.: ......: ....:: r:s •••.w •.r:.: r>..::... >w '�::is� ;�+.�V' is :....••.r.:..;..Y'>:>.. . :./reviewed.• ..... ..... .B:J Y' .. .r:{}w s.}:i.. v. y: Y.:: 3 !�• r •. f r JF • `'Pti6litiiV6' `s . .: f. w {. rove d' ':;:�• r � .. :`Dale. :,. :s3P eda1:P:ermft C,ond t i i ail ' "premwr zwo ROW Use Ddvwmy.pdf • • taylor morrison MOn... In.DII.d by Yw June 1 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Logs in Phases 4 and 5 TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Address:. -5W rL { U V—DW l-OdV_ Lot #: "lJ This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 ands for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Signature P6 n d Name SiPP��nature Printed Name Owner Fl� Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day#aInc. 2017, fly Brian Brunhofer as President for Taylor Morrison of Flor ' I who is personally kLIQWD Io me Notary Publ Print Name: My C mmission Expires: f Zal7 \\`�`��eQ`P' N. I'll �b�/�i o�.�galoN�. S = * 0•Ona20 iq FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 Project Name: Lot95Thornbr9okeDarIingIonAGLN L�M.t� Builder Name: Taylor Morriso9g Street: �� Permit Office: �'pr,H, f a-r�a�- City, State, Zip: 4I*L , 5 Permit Number: - 1 0 1 9 U Owner: Jurisdiction: 15 0 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (3137.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 fl' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 fl' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft' 4. Number of Bedrooms 4 d. N/A R= Ha 10. Ceiling Types (1510.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1480 00 ft' 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 30.00 ft Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R fl' 7. Windows(401.2 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Faclor: Dbl, U=0.34 329.15 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Faclor: Dbl, U=0.58 72.00 fl' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U -Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency ft d. U -Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF•9.00 Area Weighted Average Overhang Depth: 3.267 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 fl' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 fl' 15. Credits Pstat Glass/Floor Area: 0.155 Total Proposed Modified Loads: 72.11 PASS Total Baseline Loads: 77.81 1 hereby certify that the plans and specifications covered by Review of the plans and �HE STg7 this calculation are in compliance with the Florida Energy specifications covered by this �q _ ,FOS �y Code. calculation indicates compliance � with the Florida Energy Code. un,� °•. :,„ PREPARED BY. Before construction is completed rs DATE: 3/3/_1.7 this building will be inspected for compliance with Section 553.908 V - a i • , I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code WB'i4J OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 3/3/2017 11:52 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title- Lot95ThombrookeDarlingtonA Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ___ 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft° ___ 0.52 0 0.48 3 Floor Over Other Space 2nd Floor __ ___ 1102 ft' 0 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' Y N 3/3/2017 11:52 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 3 of 5 CEILING # _ Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 38 Blown 11 ft' 0.11 Wood 2 Under Attic (Vented) 1st Floor 38 Blown 1469 ft' 0.11 Wood 3 Knee Wall (Vented) 1st Floor 30 Batt 30 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below -.Y # Omt To Wall_Type Space _R -Value- _Ft -In._ -Et -In_ Area_ -_R Value__Fraction- Absor._Grade%- 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 023 0.6 0 2 W Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft' 0 0 0.6 0 3 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 4 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 5 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 6 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft= 0 0 0.6 0 7 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 8 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft' 0 0.23 0.01 0 DOORS # Omt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 Wood 1st Floor None .46 2 9 8 22 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Omt ID Frame Panes _ NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low -E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 1 Vinyl Low -E Double Yes 0.34 0.31 15.0 ft' 1 It 0 in 1 ft 0 in Drapestblinds None 3 W 2 Vinyl Low -E Double Yes 034 0.31 5.3 ft' 1 It 0 in 11 ft 6 in Drapes/blinds None 4 W 2 Vinyl Low -E Double Yes 0.34 0.31 12.8 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 5 W 2 Vinyl Low -E Double Yes 0.34 0.31 39.1 ft' 1 It 0 in 11 ft 6 in Drapes/blinds None 6 S 3 Vinyl Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 3 Vinyl Low -E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 S 4 Vinyl Low -E Double Yes 0.34 0.31 58.6 ft' 1 ft0 in 11 ft 6 in Drapes/blinds None 9 S 4 Vinyl Low -E Double Yes 0.58 0.32 72.0 ft' 10 ft 6 in 0 It 0 in None None 10 E 5 Vinyl Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 E 6 Vinyl Low -E Double Yes 0.34 0.31 39.1 ft' 1 ft 0 in 11 ft 6 in Drapestblinds None 12 N 7 Vinyl Low -E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 N 7 Vinyl Low -E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 3 It 0 in Drapes/blinds None 14 NW 9 Vinyl Low -E Double Yes 0.34 0.31 23.3 ft' 10 It 8 in 0 ft 0 in None None 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 3 of 5 FORM R405-2014 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 455 ft' 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000291 19732 108.32 203.72 .2618 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:9 21.8 kBtu/hr 1 HSPF:9 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts _ 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 075 2 sys#1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' 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 2 Attic 6 293.4 ft Attic 6 223 ft' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling((�� Jan Heatin(X] Jan Lr jFeb Feb [[ jj Mar [X] Mar �,4r r I [ ] Ma [X] ] May [ Jun ] Jun X� Jul ] Jul r[X] Au ] Au[ [X] Se ] Sep ] Ocl ] Oct ]Nov [X] Nov ]Dec [X] Dec Ventin [[ JJ Jan j ]Feb l l [[XX]] Mar r [ ] May [)Jun [)Jul [ ] Aug l [) Se [X) Oct [X) Nov [ ]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U -Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U -Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Faclor: N/A SHGC: d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. other (see details) , , FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ftI b Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=38.0 1480.00 ft' 2582 b. Knee Wall (Vented) R=30.0 30.00 ft2 c. N/A R= ft' Area 329.15 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 72.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 n' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:9.00 3.267 ft. b. Electric Heat Pump 21.8 HSPF:9.00 0.312 Insulation Area R=0.0 1467.00 ft' R=0.0 1102.00 ft' R= 13.00 ft' 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code comAant features. /� Builder Signature: G'/! / Date: (X s 7 Address of New Home: qw=,D W F -ow- La kk- City/FL Zip: saKJo-uf y( Cap: 50 gallons EF: 0.95 Pstat O�•tHE srgT� 0 .D a- - >° •Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 EL -AIR Manual S Compliance Report Job: Lot95ThombrookeDarlin DELAIR ... If Date: 6/4/2014 cihu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW. DEL -AIR COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18186 Btuh Entering coil DB: 76.0°F Outdoor design WB: 76.3°F Latent gain: 2799 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 20985 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19120 Btuh 105% of load Latent capacity: 3468 Btuh 124% of load Total capacity: 22588 Btuh 1080/o of load SHR: 850/o Design Conditions Outdoor design DB: 41.7°F Heat loss: 19615 Btuh Entering coil DB: 69.1°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22412 Btuh 1140/o of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type Manufacturer: Actual airflow: Output capacity: Elec strip Model: 840 cfm 5.0 kW 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C Wil htsoft• 2017 -Mar -0312:07:40 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 ..rlinglonAGLN%Lol95ThornbrookeDarlingionAGLN.rup Calc = MJ8 House laces: N DEL -AIR Manual S Compliance Report Om -mom °mm ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot95ThombrookeDarlin... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 15230 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2927 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 18157 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17363 Btuh 114% of load Latent capacity: 3352 Btuh 115% of load Total capacity: 20716 Btuh 1140/6 of load SHR: 840/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 13343 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 1680/6 of load Capacity balance: 29 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 880/6 of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoft• 2017 -Mar -03 12 07 40 Z&At9 Right-SuiloO Universal 2017 17.0.16 RSU24011 Page 2 ...rtingionAGLN\Lot95ThombrookeDarlinglonAGLN rup Calc - MJ8 House laces: N Job: Lot95ThombrookeDarlin... DEL -AIR Component Constructions Date: 6/4/2014 tlfarwp•ltncotmmot�o Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Location: 240 Indoor: Heating Cooling Orlando Intl AP, FL, US 2.34 Indoor temperature (°F) 70 75 Elevation: 95 it 13.0 Design TD (°F) 28 18 Latitude: 280N S Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: 2.58 1209 Daily range (°F) - 17 ( M) Method Simplified 0.091 Wet bulb (°F) - 76 Construction quality Average 3210 Wind speed (mph) 15.0 7.5 Fireplaces 0 5.69 Construction descriptions or Area U -value lnsul R Htg HTM Loss Clg HTM Gain ft' Bbhlttl- •F 112- •F/BWh Bluhm2 Stuh BuIhI111 Bluh Walls 12C-Osw: Frm wall, stucco ext, 03 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int Irish Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 S 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 e 470 0.201 0 5.69 2671 4.35 2044 S 150 0.201 0 5.69 851 4.35 651 w 433 0.201 0 5.69 2462 4.35 1883 nw 23 0.201 0 5.69 130 4.35 99 all 1126 0.201 0 5.69 6406 4.35 4901 n 30 0.032 30.0 0.91 27 2.38 71 218 0.091 13.0 2.58 562 1.44 315 Windows 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 It head ht s 144 S 159 w 0.340 all 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft 911 overhang (5 ft window ht, 3 it sep.); 6.67 ft head ht 0.340 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft s overhang (6.3 It window ht, 11.5 it sep.); 6.67 ft head ht w 0.340 all 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 15 0.340 0 9.62 144 30.4 455 130 0.340 0 9.62 1251 17.5 2279 15 0.340 0 9.62 144 10.6 159 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 wri htsofC 2017 -Mar -0312:07:40 t 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Pape 1 ACCK ...rlingionAGLN\Lot95ThombrookeDarlinglonAGLN rup Calc - MJ8 House faces: N 2A-2ovd: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" s 72 0.580 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 If window 1213 ht, 0 If sep.); 6.67 ft head ht 58 2A-2ov: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 6 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft 51 overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 160 2A-2ov: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If 393 overhang (3.17 If window ht, 11.5 ft sep.); 6.67 ft head hl 225 2A-2ov: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 It window ht, 11.5 If sep.); 6.67 It head ht 10C -v: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, nw 23 0.340 1/8" thk; NFRC rated (SHGC=0.31); 10.67 ft overhang (8 If window ht, 0 ft sep.); 6.67 It head ht Doors 0 16.4 1182 16.8 1213 0 9.62 58 30.4 182 0 9.62 51 30.4 160 0 9.62 125 30.4 393 0 9.62 225 19.0 443 11 D0: Door, wd sc type n 22 0.390 0 Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 veil ins, 1/2" 1482 0.026 38.0 gypsum board int insh Floors 20P-191: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-ipl: Bg floor, light dry soil, on grade depth 147 0.989 0 �4C * wrightsoft• Right-Suile® Universal 2017 17 016 RSU24011 X&..rlinglonAGLN\Lol95ThornbrookeDarlinglonAGLN.rup Calc = MJ8 House laces: N 11.0 243 12.0 264 0.74 1090 1.15 1705 1.41 18 0.71 9 28.0 4126 0 0 2017 -Mar -03 12:07:40 Page 2 Component Constructions Job: Lot95ThombrookeDarlin`DELAIR ... Date: 6/4/2014 IfAloto • lul Coloff t ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333-2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Location: Or Indoor: Heating Cooling Orlando Intl AP, FL, US Loss Indoor temperature (°F) 70 75 Elevation: 95 ft h' Design TD (°F) 28 18 Latitude: 28°N eWMP Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: n 51 Daily range (°F) - 17 (M) Method Simplified 4.35 Wet bulb (°F) - 76 Construction quality Average 0.201 Wind speed (mph) 15.0 7.5 Fireplaces 0 2044 Construction descriptions Or Area Ll -value Insul R Htg HTM Loss Clg HTM Gain 0 ht, 0 It sep.); 6.67 ft head ht h' BWh/k�•F M-•F/BWh BWh/t' BWh eWMP Ruh Walls w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft 39 overhang (4.2 ft window ht, 11.5 It sep.); 6.67 ft head ht 0 10C -v: 2 glazing, clr low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, nw 1/8" thk; NFRC rated (SHGC=0.31); 10.67 ft overhang (8 ft window ht, 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int Ins a 470 0.201 0 5.69 2671 4.35 2044 9.62 5 150 0.201 0 5.69 851 4.35 651 30.4 W 433 0.201 0 5.69 2462 4.35 1883 nw 23 0.201 0 5.69 130 4.35 99 all 1126 0.201 0 5.69 6406 4.35 4901 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood irm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl irm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.5 It sep.); 6.67 ft head ht w 562 all 2A-2ovd: 2 glazing, Or low -e outr, air gas, vnl frm mat, clr innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.5 It overhang (8 ft window 0 ht, 0 It sep.); 6.67 ft head ht 374 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl irm mat, Or innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It 0.340 overhang (3.17 ft window ht, 11.5 It sep.); 6.67 ft head ht 9.62 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft 39 overhang (4.2 ft window ht, 11.5 It sep.); 6.67 ft head ht 0 10C -v: 2 glazing, clr low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, nw 1/8" thk; NFRC rated (SHGC=0.31); 10.67 ft overhang (8 ft window ht, 1180 0 It sep.); 6.67 ft head ht 0.340 Doors 11 DO: Door, wd sc type n 218 0.091 13.0 2.58 562 1.44 315 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 72 0.580 0 16.4 1182 16.8 1213 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 23 0.340 0 9.62 225 19.0 443 22 0.390 0 11.0 243 12.0 264 C wri htsoft` 2017 -Mar -0312:07:40 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 3 rlinglonAGLN\Lol95ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House laces N Ceilings 16CR-38ad:Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 12 0.026 38.0 0.74 gypsum board int fnsh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 wrightsoft• Right -Suite® Universal 2017 17.0.16 RSU24011 Ap....rlingtonAGLN\Lo195ThombrookeDarlingionAGLN rup Calc . MJ8 House laces: N 4126 1.15 14 2017 -Mar -03 12:07:40 Page 4 w, DEL -AIR Component Constructions Job: Lot95ThombrookeDarlin... P Date: 6/4/2014 NUM6 • flMl COlomol0111111lo ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333-2665 Fax: 407-333.3853 Web- WWW.DEL-AIR.COM For: Taylor Morrison Location: Or Indoor: Heating Cooling Orlando Intl AP, FL, US Loss Indoor temperature (°F) 70 75 Elevation: 95 it k' Design TD (°F) 28 18 Latitude: 280N BWh/II' Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: n 240 Daily range (°F) - 17 (M) Method Simplified 2.34 Wet bulb (°F) - 76 Construction quality Average 0.091 Wind speed (mph) 15.0 7.5 Fireplaces 0 1079 Construction descriptions Or Area Ll -value Insul R Htg HTM Loss Clg HTM Gain 0 9.62 k' StuhIM-•F fp-•F/BWh BWh/M Ruh BWh/II' Bluh Walls 10.8 323 40 0.340 0 9.62 385 10.8 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood firm, 16" o.c. stud a 461 0.091 13.0 2.58 1186 2.34 1079 9.62 s 200 0.091 13.0 2.58 515 2.34 469 30.4 W 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions (none) Windows 2A-2ov: 2 glazing, clr low -e outr, air gas, vnl frm mat, Cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 It e overhang (5 ft window ht, 1 It sep.); 6.67 ft head ht s s W all 2A-2ov: 2 glazing, clr low -e outr, air gas, vnl firm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (5 it window ht, 3 ft sep.); 6.67 If head ht 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl firm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (3 ft window hl, 1 ft sep.); 6.67 ft head ht Doors (none) Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" gypsum board int fnsh Floors 20P-191: Fir floor, firm fir, 12" thkns, r-19 cav ins, gar ovr 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 15 0.340 0 9.62 144 30.4 455 130 0.340 0 9.62 1251 17.5 2279 15 0.340 0 9.62 144 10.6 159 6 0.340 0 9.62 58 30.4 182 1469 0.026 38.0 13 0.050 19.0 0.74 1081 1.15 1690 1.41 18 0.71 9 t wri htsoft" 2017 -Mar -0312:07.40 A 9 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 5 rlingtonAGLN\Lot95ThombrookeDarhngtonAGLN rup Calc = MJ8 House faces N Job: Lot95ThombrookeDarlin... 'DEL-AIR Project Summary Date: IffAffiliffli.liffif 1=19 Entire House By: FJF DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 26052 Btuh Ducts 6906 Btuh Central vent (0 cfm) 0 Btuh Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Sensible Cooling Equipment Load Sizing Structure 23974 Btuh Ducts 9443 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 32959 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 33416 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4164 Btuh Ducts 1562 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (W 2582 2582 Equipment latent load 5726 Btuh Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 39142 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AH R I ref Na Coil n/a AHRI ref n/a Efficiency n/a Efficiency Na Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wri htsoffi• 2017 -Mar -0312.07:41 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 1 04M . rlingionAGLN\Lot95ThombrookeDarlingionAGLN.rup Calc - MJ8 House faces N Job: LotWhombrookeDarlin... '! DEL -AIR Project Summary Date: 6/4/2014 HUM • 1111111 C1111110171111IN111101 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web, WWW DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17005 Btuh Ducts 2610 Btuh Central vent (0 cfm) 0 Btuh ( none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19615 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating Cooling Area(ft2) 1467 1467 Volume (ft3) 13706 13706 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 88 45 Heating Equipment Summary M Make Lennox Relative humidity Trade MERIT % Model 14H PX -024-230-19 46 AHRI ref 7045677 Sensible Cooling Equipment Load Sizing Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M 21800 Btuh @ 47°F Relative humidity 50 % Moisture difference 46 gr/Ib Sensible Cooling Equipment Load Sizing Structure 15505 Btuh Ducts 2681 Btuh Central vent (0 cfm) 0 Btuh ( none) cfm/Btuh Static pressure Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipmenf sensible load 18186 Btuh Latent Cooling Equipment Load Sizing Structure 2624 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh (none) Heating output 21800 Btuh @ 47°F Equipment latent load 2799 Btuh Equipment total load 20985 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.043 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 38 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. tWry �1tSOf�' Page 2 2017 -Mar -0312:07:41 9 Right -Suite® Universal 2017 17.0.16 RSU24011 P. ... rlingionAGLN\Lot95ThombrookeDarlingtonAGLN.rup Calc = MJ8 House faces N '1' DEL -AIR Project Summary Job: Lot95ThombrookeDarlin... 7 Date: 6/4/2014 NEEM -111nCONO rol11111110 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3653 Web: WWW.DEL-AIR COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9047 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh ( none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13343 Btuh Infiltration Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M 1540 Relative humidity 50 % Moisture difference 46 gr/Ib Sensible Cooling Equipment Load Sizing Structure 8469 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh (none) 1115 1115 Equipment latent load Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 15230 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1540 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating coolin (none) Area (ft2 1115 1115 Equipment latent load 2927 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment total load 18157 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.7 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.063 cfm/Btuh Air flow factor 0.055 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 29 OF Backup: Input = 3 kW, Output= 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wrl t7t50fft' 2017 -Mar -0312:07:41 9 Right-SuileO Universal 2017 17 0 16 RSU24011 Pape 3 riingionAGLN\Lot95ThombrookeDadinglonAGLN.rup Calc . MJ8 House faces N '! DEL -AIR rtmr • w o1rrrwe Right -J® Worksheet Entire House DEL -AIR HEATING 8t AIR CPNDITIQ�NIN9 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot95ThombrookeDartingto... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 It 147.4 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2938.3 112 1469.0 ate Ty Construction U -value Or HTM Area (fig Load Area (fig Load number (BluhAl2-•F) (BI fig or perimeter (It) (BI h) or perimeter (It) (Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 V�/ 12C-0sw 0.091 n 2.58 2.34 270 240 618 562 0 0 0 0 2A-2ov 0.340 in 9.62 10.58 15 0 144 159 0 0 0 0 1�-CCi 2A•2ov 0.340 in 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 in 5.69 4.35 51 51 292 223 51 51 292 223 11 W 16A-30ad 0.032 in 0.91 2.38 30 30 27 71 30 30 27 71 Vy 12C-0sw 0.091 a 2.58 2.34 491 461 1186 1079 0 0 0 0 �C 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 Y 13A-2ocs 0.201 a 5.69 508 470 2671 2044 508 470 2671 2044 -G4.35 2A -217V 0.340 a 9.62 30.36 39 0 374 1180 39 0 374 1180 V)I 12C-0sw 0.091 s 2.58 2.34 270 200 515 469 0 0 0 0 ��-(C 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 0 0 0 0 28•21v 0.340 s 9.62 10.77 40 70 385 431 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 280 150 851 651 280 150 851 651 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 72 144 1182 1213 72 144 1182 1213 12C-0sw 0.091 w 2.58 2.34 491 470 1209 1100 0 0 0 0 2A -217V0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 Ti 13A-2ocs 2A -217V 0.201 0 340 w w 5.69 9.62 4.35 30.36 490 5 433 0 2462 51 1883 160 490 5 433 0 2462 51 1883 160 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 13 0 125 393 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 39 0 374 1180 Vy 13A-2ocs 0.201 nw 5.69 4.35 46 23 130 99 46 23 130 99 �G 10C -v 0 340 nw 9.62 18.97 23 0 225 443 23 0 225 443 P 120-0sw 0.091 - 2.58 1.44 240 218 562 315 240 218 562 315 L D 11DO 0.390 n 11.04 11.99 22 22 243 264 22 22 243 264 C 16CR-38ad 0.026 0.74 1.15 1482 1482 1090 1705 12 12 9 14 F 2OP-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 2ZA-10 0 989 27.99 0.00 1469 147 4126 0 1469 147 4126 0 6 c) AED excursion 0 0 Envelope loss/gain 20344 18371 14264 10841 12 a) Infiltration 5709 1808 2742 868 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26052 23974 17005 15505 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26052 23974 17005 15505 15 Duct loads 1 271/. 39% 69069443 15% 179/0 2610 2681 Total room load 32959 33416 19615 18186 Air required (cim) 1680 1680 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -41-- wrilghts4aft• 2017 -Mar -03 12:07:41 AMRighl•Suile® Universal 2017 17 0 16 RSU24011 page 1 ..rlingtonAGLN%Lot95ThornbrookeDartingionAGLN rup Calc . MJ8 House faces: N RDEL--AIR rrrmrrr • m arorrurao Right -J® Worksheet Entire House DEL -AIR HEATING & AIR hone: 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.33 3.2665 Fax 407.333.3853 Web: WWW.DEL-AIR.COM Job: LolWhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 fl 4 Room dimensions 5 Room area 1469.3 f12 Ty Construction U -value Or HTM Area (I12) Load Area Load number (Btuh/ftzOF) (Btuh/lt� or perimeter (ft) (BI h) or perimeter Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V�/ 12C-Osw 0.091 n 2.58 2.34 270 240 618 562 2A-2Dv 0.340 n 9.62 10.58 15 0 144 159 II---- fCi 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 W 16A-30ad 0.032 n 0.91 238 0 0 0 0 V►/ 12C-Osw 0.091 a 2.58 2.34 491 461 1186 1079 L 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 y/ 13A-2ocs 0.201 a 5.69 435 0 0 0 0 � G 2A-2Dv 0.340 a 9.62 30.36 0 0 0 0 Vj/ 12C-Osw 0.091 s 2.58 234 270 200 515 469 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 I�----GG 2B -21v 0.340 s 9.62 10.77 40 70 385 431 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 2A-2Dvd 0.580 s 16.41 16.85 0 0 0 0 V+l 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 11--fCa 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 V►I 13A-2ocs 0.201 w 4.35 0 0 0 0 �L-~._-.GGG 2A-2ov 0.340 w 9.62 9.62 30.36 0 0 0 0 2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 yl 13A-2ocs 0.201 nw 5.69 435 0 0 0 0 �- G I OC -v 0.340 nw 9.62 18.97 0 0 0 0 P 12C-Osw 0.091 - 2.58 144 0 0 0 0 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16CR-38ad 0.026 0.74 1 15 1469 1469 1081 1690 F 20P-191 0.050 1.41 0.71 13 13 18 9 F 22A-10 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6080 7529 12 a) Infiltration 2967 940 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 101 1 Subtotal (lines 6 to 13) 9047 8469 Less external load 0 0 Less transfer 0 0 Redistribulion 0 0 14 subtotal 9047 8469 15 Duct loads 1 47"/0 80% 4296 6761 Total room load 13343 15230 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C WtrlghtsOft' 2017 -Mar -03 12 07.41 .A Right -Suite® Universal 2017 17 0.16 RSU24011 Page 2 ..rlingionAGLN\Lot95ThornbrookeDarlingionAGLN.rup Calc - MJ8 House laces: N VDEL--AIR Right -J® Worksheet r. - M oraorlu.ra ahu 1 DEL -AIR HEATING & AIR C9NDITIQ�NINC� 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web. WWW.DEL-AIR.COM Job. LotgSThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 It 42.0 It 3 Room height 9.3 If 9.3 It heat/cool 4 Room dimensions 17.0 x 15.5 11 5 Room area 1469.0 It2 263.5 112 Ty Construction U -value Or HTM Area (It) Load Area (112) Load number (BIWV112-'F) (St fly or perimeter (It) (BI h) or perimeter (It) (Bluh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 VII 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Lam- fCa 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 11 W 16A-30ad 0.032 n 0.91 2.38 30 30 27 71 30 30 27 71 yI 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 � a 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 ILO13A-2ocs 0.201 a 5.69 4.35 508 470 2671 2044 89 89 504 386 2A-2ov 0.340 a 9.62 30.36 39 0 374 1180 0 0 0 0 12C-Osw 0 091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.69 4.35 280 150 851 651 145 86 491 376 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 II-�G 2A-2ovd 0.580 s 16.41 16.85 72 144 1182 1213 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 T= 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 13A-2ocs 0.201 w 5.69 4.35 490 433 2462 1883 159 159 902 690 2A-2Dv 0.340 w 9.62 30.36 5 0 51 160 0 0 0 0 2A-2Dv 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 II��GG 2A-2Dv 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0 Vy 13A -tors 110,, 0.201 nw 5.69 435 46 23 130 99 0 0 0 0 -6 0.340 nw 9.62 18.97 23 0 225 443 0 0 0 0 P 1213.Osw 0.091 - 2.58 1.44 240 218 562 315 0 0 0 0 LD 11D0 0.390 n 11.04 11.99 22 22 243 264 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 12 12 9 14 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A4ol 0.989 27 99 0.00 1469 147 4126 0 264 42 1176 0 6 c) AED excursion 0 -184 Envelope loss/gain 14264 10841 3661 2048 12 a) Infiltration 2742 868 823 261 b) Room ventilation 0 0 0 0 13 Irllemal gains. Occupants @ 230 6 1380 1 230 Appliances/other 24151 1 600 Subtotal (lines 6 to 13) 17005 15505 4484 3138 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17005 15505 4484 3138 1151 Duet loads 15Ye 170/6 2610 2681 15Y.1 115W.1 673 471 Total room bad 19615 18186 5156 3609 Air required (cfm) 840 840 221 167 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C -FkW rightsoft' 2017 -Mar -03 12:07:41 -4MA Righ1-Suite® Universal 2017 17.0.16 RSU24011 Page 3 . rhnglonAGLN\Lol95ThornbrookeDariinglonAGLN.rup Calc - MJ8 House laces: N '1 DEL -AIR �- m � Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITI% INCA 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: LotMhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name mstr b1h mstr wic 2 Exposed wall 12.0 It 0 It 3 Room height 9.3 t1 heaVcool 9.3 It heat/cool 4 Room dimensions 12.0 x 8.0 It 6.5 x 7.5 It 5 Room area 96.0 It2 48.8 Itz Ty Constriction U -value Or HTM Area (It2) Load Area (It) Load number (Btuh/It2-1F) (BI 112) or perimeter (It) (Blah) or perimeter (It) (Bluh) Heal Cool Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 V� 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 L�--ffia 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 W 16A•30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 L --G 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 t 13A•2ocs 0.201 a 5.69 0 0 0 0 0 0 0 0 -G4.35 2A•2Dv 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 L_(G? 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 L��{^, 2A•2Dvd 0.580 s 1641 16.85 0 0 0 0 0 0 0 0 VN 12C-0sw 0.091 w 0 00 0.00 0 0 0 0 0 0 0 0 2A•2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 L�-fCi 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 w 5.69 4.35 112 112 637 487 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 ��fCC 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 Il 13A-2ocs 0.201 nw, 5.69 4.35 0 0 0 0 0 0 0 0 � O tOC-v 0.340 nw, 9.62 18.97 0 0 0 0 0 0 0 0 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•10 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion .59 -1 Envelope losstgain 973 428 0 .1 12 a) Irdiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 5 Subtotal (lines 6 to 13) 1191 497 0 4 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 1191 497 0 4 15 Duct loads I 15Y. 15% 179 75 150/0 150/0 0 1 Total room bad 1370 572 0 5 Air required (cim) 59 26 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. . P. ' wrightsoft- Right•Suite® Universal 2017 17.0.16 RSU24011 2017•Mar-03 12:07:41 age 4 ...riingionAGLN\Lot95ThombrookeDartingtonAGLN.rup Calc - M.18 House laces: N '1 DEL -AIR rao • raw (AIOn0=0 Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR hone: 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 ax, 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot%ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 11 105 It 3 Room height 9.3 it heal/cool 9.3 It heat/cool 4Room dimensions 5.5 x 3.5 It 105 x 11.5 It 5 Room area 19.3 ft2 120.8 1t2 Ty Construction U -value Or HTM Area (42) Load Area (It2) Load number (Btuhtft2-•F) (Bt 119 or perimeter (ft) (St h) or penmeter (It) (Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 V�/ 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 tl----fCi 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 _G 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 _G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 VI/ 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 t;--fG, 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 I�-(C 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 98 59 336 257 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 39 0 374 1180 Il 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 �C 10C -v 0.340 nw 9.62 18.97 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A -Id 0.989 27.99 0.00 19 0 0 0 121 11 294 0 6 c) AED excursion .1 462 Envelopeloss/gain 0 .1 1004 1899 12 a) Infiltration 0 0 191 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 51 0 Subtotal (lines 6 to 13) 0 4 1195 1959 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbulion 0 0 0 0 14 Subtotal 0 4 1195 1959 15 Duct loads 1 159/, 15% 0 1 155/6 15% 179 294 Total room load 0 5 1374 2253 Air required (cfm) 0 0 59 104 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At= -Fk wrightsoft-2017-Mar-03 12 07 41 AM Right -Suite® Universal 2017 17 0 16 RSU24011 Page 5 ...rtingionAGLN%Lo195ThornbrookeDarlinglonAGLN.rup Calc = Mie House faces: N `!' DEL -AIR rra1� • mer mmrrao Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIRRNINC� 531 CODISCO WAY, SANFORD, FL 32771 hone, 407• •2665 ex. 407.333.3853 Web, WWW.DEL•AIR.COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ulil pwdr 2 Exposed wall 6.5 It 12.0 1t 3 Room height 9.3 ft heal/cool 9.3 11 heal/cool 4 Room dimensions 6.5 x 6.5 If 6.5 x 6.5 ft 5 m Rooarea 42.3 ft2 42.3 ft2 Ty Construction U -value Or HTM Area (112) Load Area (112) Load number (Btuh/IP-OF) (BI ft2) or perimeter (ft) (BI h) or perimeter (fl) (Btuh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 Vy 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 �-GG 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 11 W IGA•30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 IG12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 �C 2A-2ov 0.340 a 000 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 _G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 T=2 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 L�-f( 2B -2[v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0 201 s 569 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 962 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 1641 16.85 0 0 0 0 0 0 0 0 12C-0sw 0.091 w 000 0.00 0 0 0 0 0 0 0 0 T= 2A -ZDV 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 w 5.69 4.35 61 48 271 208 61 55 315 241 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 5 0 51 160 2A•2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 1y 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 � O tOC-v 0.340 nw 962 18.97 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L -D 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 c 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A -td 0.989 27.99 0.00 42 7 182 0 42 12 336 0 6 c) AED excursion 75 11 Envelope lossigain 578 676 993 635 12 a) Inlrflration 118 37 218 69 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 1696 1314 1212 704 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 696 1314 1212 704 15 Duct loads 1 159/6 150/6 104 197 15'/0 150% 182 106 Total room bad 801 1511 1394 810 Air required (clm) 34 70 60 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 07,41 Wrlghtsoft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017•Mar 03 1 Page 6 ,(�...rlinglonAGLN%Lol95ThombrookeDadinglonAGLN.rup Calc - MJ8 House laces: N '1 DEL -AIR s� • �n eoorwo Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32 C�one ND40 IQaN2616N5C$ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 It2 Ty Construction U -value Or HTM Area (It) Load Area (Its Load number (Btuh/It;"F) (Bt 112) or perimeter (ft) (St h) or perimeter (It) (Bluh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 V�/ 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 I� 2A•2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 V LO 12C-Os w 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A -lav 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 a 5.69 4.35 191 191 1088 832 93 54 310 237 I --G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 39 0 374 1180 Vel 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 ��(C 28.21v 0.340 s 000 0.00 0 0 0 0 0 0 0 0 VLS13A-2ocs 0.201 s 5.69 4.35 135 63 360 275 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2Dvd 0.580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 Vjr 12C-0sw 0.091 w 000 0.00 0 0 0 0 0 0 0 0 2A-2av 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 l�-CCi 2A•2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-Zov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A•2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 rnv 5.69 4.35 0 0 0 0 0 0 0 0 �C tOC-v 0.340 nw 9.62 18.97 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L -D 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 2ZA•10 0.989 27.99 000 297 35 980 0 210 10 280 0 6 c) AED excursion .366 228 Envelope losstgain 3609 1955 963 1644 12 a) Infiltration 637 202 182 58 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 4 920 1 230 Appliances/other 101 0 Subtotal (lines 6 to 13) 4246 3077 1145 1932 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 3077 1145 1932 15 Duct bads 1 150/6 155/6 637 461 15*/0 150/6 172 290 Taal room bad 4883 3538 1317 2221 Air required (elm) 209 163 56 103 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Fkwrightsoft' 2017 -Mar -0312:07.41 At& Righl-Suile® Universal 2017 17 0 16 RSU24011 Page 7 ...rlingionAGLN\Lol95ThombrookeDariingionAGLN.rup Calc - MJ8 House laces: N '1 DEL -AIR �� • xw aor*w Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR gNDITIORNINq 531 CODISCO WAY, SANFORD, FL 32771 hone' 407• 2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 6.0 x 3.5 It 21.0 Itx 1.0 x 308.0 It 308.0 Itx Ty Construction U -value Or HTM Area (02) Load Area (Il) Load number (Btuh/IIL*F) (81 f12) or perimeter (II) (St h) or perimeter (It) (Btuh) Heal Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 VY 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Lam- fCi 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 I-6 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 �-6 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 135 135 770 589 L- G 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I�--(C 213•21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V613A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 I�-CC 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 1y 13A•2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 I��-fCCa' 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 yl I3A•2ocs 0.201 nw 5.69 4.35 0 0 0 0 46 23 130 99 L_{G 10c -v 0.340 nw 9.62 18.97 0 0 0 0 23 0 225 443 P 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 240 218 562 315 LD 11 DO 0.390 n 11.04 11.99 0 0 0 0 22 22 243 264 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 12 12 9 14 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A -id 0.989 27.99 0.00 21 0 0 0 308 19 543 0 6 c) AED excursion •1 -165 Envelope loss/gam 0 •1 2482 1559 12 a) Infiltration 0 0 354 112 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 11200 Subtotal (lines 6 to 13) 0 4 2836 2871 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 2836 2871 15 Duct loads I15% 15% 0 1 17% 277e 1 484 786 Total room bad 0 53320 3657 Air required (cfm) 0 0 142 169 Calculations aoaroved by ACCA to meet all requirements of Manual J 8th Ed. e � Wrightsoft- 2017 -Mar -0312.07:41 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 ...rlinglonAGLN\Lot95ThombrookeDarlingionAGLN rup Calc - Miff House faces: N J�DEL-AIR 11111mr • M arorrro�ro Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR 9NDITIQJNINC� 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 3.2665 ax 407.333.3853 Web- WWW DEL•AIR.COM Job: LotgSThombrookeDa►lingto... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 it 5 m Rooarea 1469.3 It= 224 8 W Ty Construction U•value Or HTM Area (itv) Load Area (flv) Load number (BtuWftz•F) (BI IM or perimeter (11) (BI h) or perimeter (fl) (Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 Vjl 12C-Osw 0.091 n 2.58 2.34 270 240 618 562 0 0 0 0 2A-2Dv 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 I�-CCi 2A•2Dv 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-3Dad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 t-1' 12C -Os w 0.091 a 2.58 2.34 491 461 1186 1079 86 86 220 200 2A -2w 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 140 110 282 257 2A -2w 0.340 s 9.62 10.77 30 53 289 323 30 26 289 323 2B -21v 0.340 s 9.62 10.77 40 70 385 431 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 131 131 336 306 2A -2w 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 L�-CC 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 13A-2ocs 2A-2Dv 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Il 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 I O 10C -v 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-38W 0.026 0.74 1.15 1469 1469 1081 1690 225 225 165 259 F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A -td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 1 •97 Envelope loss/gwn 6080 7529 1292 1248 12 a) Infiltration 2967 940 693 220 b) Room ventilation 0 0 0 0 13 Internal gains, Occupants @ 230 0 0 0 0 Appliances/other 0 0 Sublotal (lines 6 to 13) 9047 8469 1986 1467 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 9047 8469 1986 1467 15 Duct bads 1 47°/- 80'/, 4296 6761 479/6 80V- 943 1172 Total room bad 13343 15230 2929 2639 Air required (cim) 840 840 1 184 146 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At= -Fk- wrightsoftt' 2017 -Mar -0312:07:41 -'M Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 .. rlingtonAGLN\Lot95ThombrookeDarlirrgionAGLN.rup Calc - MJ8 House faces: N RDEL--AIR �� • ui arrorrrorr� Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 none:: ao 333-226665 Fax- 407-333-3853 Web WWW DEL-AIR.COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name bih 2 bih 3 2 Exposed wall 9.0 It 11.5 It 3 Room height 9.0 It heal/cool 90 It heal/cool 4 5 Room dimensions m Rooarea 9.0 x 6.0 It 54.0 I12 11.5 x 6.0 It 69.0 I12 Ty Construction U -value Or HTM Area (It2) Load Area (It2) Load number (BtuhAl2-•F) (BI 112) or perimeter (It) (BI h) or perimeter (11) (Btuh) Heat Cod Grass N/P/S Heal Cool Gross N/P/S Heat Cod 6 VY 12C-0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 L�-fC 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 �--fa 2A•2W 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 I O 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V� 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 I�---(G? 2B -21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s O.OD O.OD 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 Y�l 12C-0sw 0.091 w 2.58 2.34 81 75 193 176 104 104 267 243 IL ---CC 2A•2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 r��GCC 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vj/ 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 I -G 10c -V 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR•38ad 0.026 0.74 1.15 54 54 40 62 69 69 51 79 F 2OP•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A -td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 59 -32 Envelope losstgain 291 479 317 290 12 a) Irdinration 158 50 202 64 b) Room verllilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/dher 0 Subtotal (lines 6 to 13) 449 1529 519 354 Less external load 0 00 Less transler 0 0 0 Rerisinbulion 0 0 0 14 Subtotal 449 529 519 354 15 Duct bads 476/6 80% 213 423 479/6 80% 247 282 Total room bad 662952 766 636 Air required (cim) 42 53 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .� � wrightsc ft- 2017 -Mar -03 12:07:41 .�Right-Suile® Universal 2017 17 0.16 RSU24011 Page 10 ...dinglonAGLN\Lot95ThombrookeDarringtonAGLN.rup Calc = MJ8 House laces N `.DEL --AIR r • W � Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR 914DITIQ�NIN9 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ex. 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name nn 4 nn 3 wic 2 Exposed wall 28.0 It 7.0 It 3 Room height 9.0 It heat/cool 9.0 It heal/cool 4 Room dimensions 14.0 x 14.0 It 9.5 x 5.0 It 5 Room area 196.0 02 47.5 I12 Ty Constriction U -value Or HTM Area (I12) Load Area (fig Load number (Stuh/W-•F) (BI 112) or perimeter (11) (BI h) or perimeter (It) (Btuh) Heat Cool Gross N/P/S Heat CodGross N/P/S Heat Cod 6 12C-0sw 0.091 n 2.58 2.34 126 111 286 260 45 45 116 105 1�-!C 2A-2ov 0.340 n 9.62 10.58 15 0 144 15B 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A•3Dad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 -G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 1--G 2A•2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 �l-_-((i 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2B -21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 T=2 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 L�.�G 2A-20vd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 126 111 286 260 18 18 46 42 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 13A-2ocs 2A-2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A•2ors 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 �C 10C -v 0.340 nw 000 000 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 LD 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 074 115 196 196 144 225 48 48 35 55 F 20P•191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A -td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 78 -21 Envelope loss/gain CODS 1438 213 190 12 a) Infiltration 492 156 123 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1496 1593 336 229 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redislnbulion 0 0 0 0 14 Subtotal 1496 1593 336 229 15 Duct loads 147°/, 80% 711 1272 47°/, 801/6 160 182 Total room load 2207 2865 496 411 Air rewired (clm) 139 158 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Ate- -pp-wrightsoft- 2017 -Mar -03 12:07:41 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 11 . rlingionAGLN\Lot95ThombrookeDarlingtonAGLN rup Calc - M.18 House laces: N R DEL -AIR ■mr- w emonmroo Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32 C�one NDoo 13sd3Nzs6Ns Fax 407-333-3853 Web WWW DEL -AIR COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 It 11.5 It 3 Room height 9.0 II heal/cool 9.0 It heat/cool 4 Room dimensions 13.0 x 11.0 It 11.5 x 11.0 It 5 Room area 143.0 11= 126.5 I12 Ty Construction U -value Or HTM Area (II2) Load Area (II2) Load number (Bluh/ftl�-F) (Bt 02) or perimeter (II) (Bi h) or perimeter (It) (Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 Yi/ 12C-Osw 0.091 n 2.58 2.34 99 84 216 197 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 L�-fCi 2A-2Dv 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 0 2.58 2.34 117 117 301 274 104 74 189 172 t -G 2A-2Dv 0.340 a 9.62 30.36 0 0 0 0 30 0 289 911 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 I;�G 213-21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 L��(;; 2A-2Dvd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 `�-CG 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 VY 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A -20v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vl 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 �O tOC-v 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 143 143 105 165 127 127 93 146 F 2OP-191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A -Id 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion -77 216 Envelope loss/gain 769 718 571 1445 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances other 101 0 Subtotal (lines 6 to 13) 1190 851 773 1509 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1190 851 773 1509 15 Duct bads I 471/o 80% 565 680 479/6 80'/0 367 1205 Total room bad 1755 1531 1140 2714 Air required (clm) 111 84 1 1 72 150 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsolPt' 2017 -Mar -03 12 07 41 .4ARighl-Suite® Universal 2017 17.0.16 RSU24011 Page 12 ...rlingionAGLN\Lot95ThornbrookeDarlingionAGLN.rup Calc - MJ8 House faces: N `�QEL-AIR Right -J® Worksheet tenro• rut artorrn.o ahu 2 DEL -AIR HEATING & AIR gNDITIfflN9 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407.333.3853 Web WWW DEL -AIR COM Job: Lot95ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 1t 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 20.5 x 14.5 It 10 x 311.3 It 5 Room area 297.3 fI2 311.3 ft= Ty Construction U -value Or HTM Area (w) Load Area (I12) Load number (Bluh 112 -*F) (BI f12) or perimeter (It) (BI h) or perimeter (It) (Btuh) Head cod Gross N/P/S Heat cod Gross WP/S Heat Cod 6 Vj/ 12C-0sw 0.091 n 2.58 234 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 L�--ffa 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0201 n 000 000 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.00 000 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.58 234 185 185 475 432 0 0 0 0 2A-2ov 0 340 a 9.62 30.36 0 0 0 0 0 0 0 0 VLO13A-2ocs 0.201 a 0.00 000 0 0 0 0 0 0 0 0 2A -20v 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 0 091 s 2.58 2.34 131 91 233 212 0 0 0 0 2A-2ov 0 340 s 9.62 1077 0 0 0 0 0 0 0 0 2B -21v 0.340 s 9.62 1077 40 35 385 431 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 T=2 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Lam((; 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 12c-0sw 0 091 w 2.58 2.34 0 0 0 0 32 32 81 74 H-li T= 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 = 2A-2ov 0.340 w 962 3036 0 0 0 0 0 0 0 0 Vh13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 000 0 00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 LO 13A-2ocs 0.201 nw 0.00 000 0 0 0 0 0 0 0 0 10c -v 0 340 nw 000 000 0 0 0 0 0 0 0 0 P 12c-0sw 0 091 - 0.00 0.00 0 0 0 0 0 0 0 0 L-0 11D0 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 297 297 219 342 311 311 229 358 F 2OP-191 0 050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A -td 0.989 000 000 0 0 0 0 0 0 0 0 6 c) AED excursion -89 .38 Envelope loss/gam 1312 1328 310 394 12 a) Infiltration 614 195 61 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1926 1522 372 414 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 1926 1522 372 414 15 Duct bads 47°/, 80% 915 1215 479% 801. 176 330 Total room bad 2841 2738 548 744 Air required (cfm) 179 151 35 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .0 '01-1' wrighttscWV 2017 -Mar -03 12 07.41 .4ZP. Right -Suite® Universal 2017 17.0.16 RSU24011 Page 13 ...rlingtonAGLN\Lo195ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House laces. N DEL -AIR Duct System Summary �In1a '" coltomal.to ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot95ThombrookeDarlin... Date: 6/4/2014 By: FJF Name Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) dining rm 162 ft Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den c 2253 59 104 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 dining rm c 2221 56 103 0.196 6.0 Ox 0 VIFx 27.1 95.0 stl family rm h 4883 209 163 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3657 142 169 0.212 8.0 Ox 0 VIFx 18.0 95.0 stl mstr blh h 1370 59 26 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5156 221 167 0.148 8.0 Ox 0 VIFx 52.0 110.0 st3 mstr we C 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Oxo VIFx 19.6 95.0 stl pwdr h 1394 60 37 0.199 5.0 Ox 0 VIFx 25.5 95.0 stl ulil c 1511 34 70 0.199 5.0 Ox 0 VIFx 25.5 95.0 stl A:. + wrightsoft` Right -Suite® Universal 2017 17.0 16 RSU24011 ...rlinglonAGLN\Lot95ThornbrookeDarlingionAGLN.rup Calc - MJ8 House laces: N 2017 -Mar -03 12:07:42 Page 1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 Peak AVF 338 298 0.148 620 10.0 0 x 0 VinlFlx SO st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx A:. + wrightsoft` Right -Suite® Universal 2017 17.0 16 RSU24011 ...rlinglonAGLN\Lot95ThornbrookeDarlingionAGLN.rup Calc - MJ8 House laces: N 2017 -Mar -03 12:07:42 Page 1 Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx ^+ wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 Z& . rlinglonAGLN\Lol95ThombrookeDarlinglonAGLN.rup Calc = MJ8 House laces: N 2017 -Mar -03 12:07:42 Page 2 iRDEL-AIR Duct System Summary Job: LoINThombrookeDarlin... Ifl1TMeDate: 6/4/2014 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Name Design (13tuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 c 952 42 53 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 766 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll c 2714 72 150 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1421 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1421 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2929 184 146 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1755 111 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 496 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2865 139 158 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 744 35 41 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg (cfm) Clg (cfm) Design FR Veloc (fpm) Diam (in) H x W (in) Duct Material Trunk st2 Peak AVF 213 257 0.202 581 9.0 0 x 0 VinlFlx 0 Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matt Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017 -Mar -03 12 07.42 C wrightS0ft Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 3 ..riingionAGLN%Lol95ThornbrookeDadinglonAGLN rup Calc - MJ8 House laces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot95ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow Cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 3/3/2017 11:52 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) O If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 3/3/2017 11:51:38 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot95ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C n: Single or Multi Point Test Data HOUSE PRESSURE R: FLOW: Leakage Characteristics CFM(50): E LA: EgLA: _-- ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4 Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: -�v O,'fME STgT� gg- 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, 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 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0 1 inches w.g (25 Pa) across the entire system, including the manufacturers air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturers air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2 Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. D R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41°C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can tum off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/a inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38`C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. E3 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/3/2017 11:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. • R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403 6 1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oilfired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically tum off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. 0 RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 0 R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 3/3/2017 11:52 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 v 0 2 N co bath duct 3' bath duct p VC\ co to wall cato 42X42 A/C SLAB 2'0lexioVpienv e240v 1FN w/fan p w/fanll Cap platform b _ Nutone 696RNB ` BY BLDR MIN scnbetl i/s'=1'oY Z 1 iti ae;Kly rrasw Nut ne 696RNB be v s O Q 2' FROM WALL law rwar �"ecra 0' r er wn ca, Ianaa i� Io•rla% 99NOU1Gaffum61i V Nut rar law aar cwa®losl Q S btlD btlD►or a I Il �� 19 ® SL >L I tl\CII tl\C I 04,96KrNWT ' -------� W `L z =_I �5 in � I a nDivas I tow x 10'I 1 S aw r-4• Mt I 1 SMY I ° rtt sm T ala • r-4• PLT. HT. I VW aWltoC ..5• MASTER 5l1tTE8' I ntlTkt is ak ye la'-o'ea•-s• 165 105 a8x 8 rag Y'I� r-4• FLAT —14Zlwcd w 4 10x6 lwcd 6' 8 2, ev 5, ii S 12 i� crawlam a g 6' 10 0 r 5 8 _a. 16x16 rag 8 &x4 we S nam t�i�r-------- newaw Wouao pl } ' 10 ' i I ... \L Q Q r V _ 4 \ oo _ I aW g Z @ rar 16x16 rtoo= (I aom wol t ' oyt%§= pl fF � I I I 6' 18'x12. R A GARAGES �--I � � -I I� �\ i 1I 2r-o'�ao-r I Lu W I a rc 165 L 10x6 lw 8' 14x8 sw '— ii4 105 _ \� 11 j r-.• vat MT. i �- A OJ O 1J \ `v v �� 6 FAIRY ROOM uoar a I e' 1 4•-0' I i� r -e T as I am I Q a� T. W oul` 01„� n�o•oolo I C r -o T az I— � j `p r-4• at wr. I -ate a� I I e w 170 I� I euwlaoal I 14x�tali l= I I a19O100de ��JJJ L--------- Ka 6f�M •� laa{�! R1�1t4N l i s I -- — i aM I �I i --- ---J 'W af. LOw tH �• waa MP raGalm ati ice. a� 1•w ate. Imr lar lar Transfer ducts%rgrilles sized In for loin / Ok compliance with Florlda Residential 7'kitchen vent wwaeaoa Bullding Code - M1602.4 Balanced to roof cap llumyTlal Return Air, exceptions 1-3. Builder VIoA"W= must provide unrestricted 1 Inch undercut on doors to habitable rooms. . z � z Y �o a a � a ry HATC}I1NG LEGEND Q� z Lf) M o "Motu ® o J � Z(),jc >- Q o LL_ MAW FLOOR 14613F Q O = \ UPPER FLOOR 11159F,Q J ~ �,D LL_ jQTAI LJ n g 455SF {G•.��n@'��' 4558F Z APIA, 0 } ENTRr 116F W m TOTALS 3241 Si W _� Z E Z lu 3: J_Q O �Jo�5 a Must have a minimum clearance of MAIN FL ORPNN 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. m J v 0 % � • N � Q o ty1 � V O L O S vi 3' bath duct s to roof /fan cap Transfer ducts/grilles sized In w compliance with Florida Residential 2.0 TON W/5KW 8240V IPH Nutone 696RNB Building Code - M1602.4 Balanced 18x10plea platform byQ Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch bid undercut on doors to habitable * own r Q Q Q scale X1/8'=1'0' moiean rooms. �x ---------r— e WH m Q Yp yr 6 I Z �0 � `0 � 4. 4' TO V. laze ias`d i CA O'0 N r,d B®ROOM 4 MT > 1.7 �_� a.a 1 x16 rag 7' 12x6 lwcdW 160 W\Oas (y�Iy�d r.f to 6' �`------ — aw12x12 x12 rag----------------� a 1wc M2x12 `—�10x6 ra 10' Ci ao 16' o r++� Z_1 I am 6' Wr ro� NKE 4=W" 6' 9' x4 roaKr 4x14 4' aro K ao I Builder will need to provide a/c duct chase I � 10x6 Me w dI w10x6 Wd 13 7' ao 6 orr 12x6 lwcd rag I 7O $� n• Sar-an T as I a 7 FIAT AT C ia ; I I 0 I I ov unwo I I W I F--4 Y ---------- Z err err iaoar a� CD uaE uaE Lo M �z a,z0 C:] ry OJ Q Q C3 � Q _j �,D LL - Z Rating } U m W > z J Z o w QI— m I --Q J O =)Q X Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. m CL J N 0 0 n d n O TAYLOR MORRISON jp Y" T14ORNBROOKE S.F. HOUSE TYPE: DARUNTON LOT 95 FIRST FLOOR �,AAV 3" WASTE LINE FROM 2ND FLOOR ((R C TERMINATING TO THE 1ST FLOOR 3° 3� Z dG I D�O '� v O N . `kyr �_ v� O .b t0 n d n O vi TAYLOR MORRISON Y THORNBROOKE S.F. 1tr HOUSE TYPE: DARUNTON F LOT 95 SECOND FLOOR l I 3° WASTE LINE FROM 2ND FLOOR TERMINATING TO THE IST FLOOR 5 LC. V m b�l i (Z) L �'Z ��eeL�ciea.� ese zvices.,�ae. 2153 Preorder Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SOFT GENERAL LIGHTING X 3 VA PER SQ FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT �0 VA TOTAL LOAD -rSA DI/IVC CALCULATED LOAD FOR SERVICE 34500 VA 1240 v= 143.75 AMP F ORD 1SO AMP SERVICE DESCRIPTION AS FURNISHED: Lot 95, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 27 THORNBROOKE PHASE I PLAT BOOK 79, PAGES 3-7 RECORD COPY NARCISSUS AVENUE (R/W VARIES) N 89°58'38" E 40.00' 5.00' w � O O nt O � Cl co JLANDSCAPE, U77U Y WALL I 3.0'x30 FENCE, UTILl11' ESMT, AC (2 -TY 19.80' 19.80' LOT 95 I COVERED PATIO I o, 14.3' 15.7' N PROPOSED RESIDENCE MODEL: DARLINGTON -A 2 CAR GARAGE LEFT 3'x4' 2.00' CONC 5.00' 25.20 20(01 �a J ZONIN DATEAf�f 117 _ Ok to construct single family home with setbacks and impervious area shown on plan. G �\Q �rv0 q PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V` PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.9' *-PROPOSED GRADE PER CONSTRUCTION PLAN ++ tr Io ENTRY 8.7' b O 21.3' 16' DRIVE 25.20' 10' UTIL. ESMT. 5" CONC. WALK —43' FLARES 1 . ..... :_�� - U (8-9.)N 89°58' 38" E 40.00' RED ROSE LANE (50' R/W) .TRACT I UnLITY & ACCESS R/W BUILDING SETBACKS: FRONT a 25' REAR 15' SIDE = 5.0' SIDE CORNER - 10' 5.14' 5.00' W O � O LO LOT 96 O � O 5.00' >,' 298(PC) — — -0 _ LUI - 4.600 -,I..F 1. _ LIVING = 1,467 so. rI,, • POINT GARAGE = 455 50. FT. TTP. ENTRY = 71 SOFT. . IROH PIPE LANAI = 139 SO.FT. IR. C.SE BREEZEWAY- N/A SOFT. PROPESSAINK SURVEIDRS AND MAPPERS W CHAPTER W-17 FLCRIM ADWHISTITA7NE CODE PURSUANT M SECTION 172027• rLORRT4 STATUES DRIVEWAY = 403 SO.rT. A/C PAD = 18 SO.FT. � WALKWAY = 70 SOFT. POINT Or DCG..O IMPERVIOUS a 54.6 OR MEMENTS THAT AFFECT THIS PROPERTY. P.O.C. • POINT M lmOmCCNEM - 2,623 SOFT. 4. 110 UNDERGROUND O�ROVEMEMS HAVE BEEN LOCATED W&ESS 0TNV WW SHOWN. SOO = 2177 SU. FT 077 LOT A. A CALCULA IONS N WD RN R/W = 440 SO.FT. 0. �W0406 SHOWN FUR THE LOMIION Or DIPROVEW MS HEREON SHOULD NOT BE USED TO RECONSTRUCT MWOARY LINES ESMT. APRON SIDEWALK = 110 - 200 SO rT Sn.FT. *PLOT PLAN ONLY' (NOT A SURVEY) SOD - 130 SO.FT. A ELLVADON& O SAWN. ARE 0.ASm ON NATIONAL OEOOEM MTUM Or 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER AREA DRIVEWAY SIDEWALK = 5,240 = 513 - 270 SO.1T. SOFT. SO.FI. CLIENT NOT FIELD VERIFIED SOD - 2,307 SO.FT. CRUSEjVffEYTR-SCOTT & ASSOC., INC. - LAYVD SURVEYORS LEGEND - LEGEND - P • PLAT P" • POINT 5400 E COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . FIELD TTP. ON Lure . TYPICAL NOTLRIES: IP. . IROH PIPE PRL . POINT Or REVERSE CVATWd t. THE UNpFRsc m DOES HEREBY CERINY THAT TARS SUAYEY NEEM THE STANMROS OP PRACTICE Ser FORM BY THE nORIM DOM Or IR. C.SE IRON RDD • CONCRETE f P,CG RAR • POUR Or COMPOUND CURVATURE • RADIAL PROPESSAINK SURVEIDRS AND MAPPERS W CHAPTER W-17 FLCRIM ADWHISTITA7NE CODE PURSUANT M SECTION 172027• rLORRT4 STATUES IR. ILLI 45 • 1RCCDVERCD DLD 43Di 2 UNLESS EIIDOSSED MPRH SURVEYOR'S SWTDITURE AND O ROW4. RAISED SEAL THIS SURVEY LAP OR COPIES ARE NOT VALID. RM � • VITNCSS POW 5. DO SURVEY' WAS PREPMW TROY RILE WFORMATTON FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RCSTIOCTIONS P.O.D. POINT Or DCG..O CALC. CALCULATED OR MEMENTS THAT AFFECT THIS PROPERTY. P.O.C. • POINT M lmOmCCNEM PAH • PCRHANCHT REFERCNCC MHUNENT 4. 110 UNDERGROUND O�ROVEMEMS HAVE BEEN LOCATED W&ESS 0TNV WW SHOWN. • DS . BUILDING MOOR ELEVATION 0. THIS SURVEY IS PREPARED FOR PIE SOLE BFN6'R Or THOSE CERTIFIED TO, AHD SHOULD NOT BE RELIED UPON BY ANY OTHER VMTY. N WD RN • NAIL L DISK HAIL I, . RIGHT-�-VAT 113 DA DK • BENCHING SE1➢ACK LILAC • DCHCIDIARK 0. �W0406 SHOWN FUR THE LOMIION Or DIPROVEW MS HEREON SHOULD NOT BE USED TO RECONSTRUCT MWOARY LINES ESMT. . CASEHENT DLR RASE WAR" 7. BEAR9IOS Alt• MSLD ASSUUM M/UM AND ON THE UNE SHOWN AS BASE BEARWO DRAIN DRAINAGE A ELLVADON& O SAWN. ARE 0.ASm ON NATIONAL OEOOEM MTUM Or 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY P. CERTIFICATE OF A1THORQ4170M N0. 4590. CLEC. VRrQ • CHAIN LINK MICE • VOOD rEICE C/o P.C. CBLOCK • POOIINNTTTETE Or CUR AV TIRO;v SCALE �- I' 20'� DRAWN BY �'� 0 P.T. DESC. • POINT OF TANGCICT DESCRIPTION DAIS CERTIFIED BY. ORDER No. ----.--. R L . RADIUS • ARC LENGTH PLOT PLAN 03-10-17 1049-17 C . �p REVISED PLOT PLAN 05-J1-17 C.S. CHORD DCARING NORTH THIS BUILOWO/PROPERTY DOES. NOT UE WITHIN -- - µ E THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' 70 X RUS0N1 R.L.S. 1 4714 ZONE 7(' MAP.1 12117C 0055 F. JAN SCOTT. R.LS 1 4801 6 6 u 6 a a 2 o_QL1_L1L1 , �_Qo_aa 52-04 CD ®mm m m m m m m m I 11 M 11 N 11 11 N 11 11 I .I N 11 11 N I I 11 11 11 v 11 N I I I I IIM F%1%1%1%Il%:ivMou im I%1%�1%1%1% I—MRA,EMRA, l%�%Ino`1%p MpAp,1%tl�r% I i I i I 1 fu 10 Ln 11 i 1iI I / •'' W, - 1 i All I 1 1TOP •e � 1 i 1 L ` N 1 v. 1 0 I� 1 ill 52-04 CD ®mm m m m m m m m I 11 M 11 N 11 11 N 11 11 I .I N 11 11 N I I 11 11 11 v 11 N I I I I = J05 J06 J22 = J23 J23 = J23 = J23 = J23 J22 = J06 J05 RE(-u1,j t-uPy a #�;-2019 DEARWG HEIGHT 5GHEDL E ®9'-L4- 20'-3/4 -4 20'-3/4 0 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO HID 91(RECOALIENAATION5 FOR HA DLINN6 IN5TALLAiION ANA TEMPORARY DRA611,16 ) REFER TO ENMWEERED DRAWINrb FOR PERMANENT DRACING REAARED. 2) ALL TRUSSES (INCLLOIN6 TRUES UNDER VALLEY FRAMD46 A61 DE COMPLETELY DECKED OR REFE TO DETAIL VV5 FOR ALTERNATE DRACIN6 REOLVEMENI5 3.) ALL VALLEYS ARE TO DE C."ENTIONALLY FRAMED DY DUILOER 4) ALL TRUSSES ARE DE516NED FOR 7 or. MAXIMUM SPACIN & UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD OEARM MILE55 OTHERWISE NOTED. 6) SY42 TRUSSES MUST DE INSTALLED WITH THE TOP DEIN6 UP. 7) ALL ROOF TRUSS HANGERS TO DE SMPSON HTLO26 UNLESS OTHERWISE NOTED ALL FLOOR TRU% HANGERS TO DE SIMPSON TRA422 UNLESS OTHERWISE NOTED 8) DEALUHEADEMINTEL (fM TO DE FURNISHED DY PUILDE . SHOP DRAWING APPROVAL THIS LAYOUT 15 THE SAE SOURCE FOR FADMATION OF TRL65ES AND VOIDS ALL MVM ATYIDTECHRAL OR OW TW%LAYOUTS REVIEW AND APPROVAL OF TNS LAYOUT WhI DE RECEIVED DEFORE ANY TRUSSES WILL Of DULi. VEDFY ALL COMM TO INM A6AN51 QAN6E5 THAI WILL RESRT W EXTRA (JAMES 10 YOU t,4-ta hlrcl Mu RIBuilderip me FirstSource Orlando PHONE: 407.851-2100 FAX, 407-851-7111 Plant City PHONE: 613.759-5951 FAX 813-752-1532 Taylor Morrison Homes l: Darlington A IL APP11". NBISIIW Lot )a i. FGd 11 at. 2-4-16 1 Rick I i I i I 1 i 1iI •'' W, - i I •e � 1 i 1 = J05 J06 J22 = J23 J23 = J23 = J23 = J23 J22 = J06 J05 RE(-u1,j t-uPy a #�;-2019 DEARWG HEIGHT 5GHEDL E ®9'-L4- 20'-3/4 -4 20'-3/4 0 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO HID 91(RECOALIENAATION5 FOR HA DLINN6 IN5TALLAiION ANA TEMPORARY DRA611,16 ) REFER TO ENMWEERED DRAWINrb FOR PERMANENT DRACING REAARED. 2) ALL TRUSSES (INCLLOIN6 TRUES UNDER VALLEY FRAMD46 A61 DE COMPLETELY DECKED OR REFE TO DETAIL VV5 FOR ALTERNATE DRACIN6 REOLVEMENI5 3.) ALL VALLEYS ARE TO DE C."ENTIONALLY FRAMED DY DUILOER 4) ALL TRUSSES ARE DE516NED FOR 7 or. MAXIMUM SPACIN & UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD OEARM MILE55 OTHERWISE NOTED. 6) SY42 TRUSSES MUST DE INSTALLED WITH THE TOP DEIN6 UP. 7) ALL ROOF TRUSS HANGERS TO DE SMPSON HTLO26 UNLESS OTHERWISE NOTED ALL FLOOR TRU% HANGERS TO DE SIMPSON TRA422 UNLESS OTHERWISE NOTED 8) DEALUHEADEMINTEL (fM TO DE FURNISHED DY PUILDE . SHOP DRAWING APPROVAL THIS LAYOUT 15 THE SAE SOURCE FOR FADMATION OF TRL65ES AND VOIDS ALL MVM ATYIDTECHRAL OR OW TW%LAYOUTS REVIEW AND APPROVAL OF TNS LAYOUT WhI DE RECEIVED DEFORE ANY TRUSSES WILL Of DULi. VEDFY ALL COMM TO INM A6AN51 QAN6E5 THAI WILL RESRT W EXTRA (JAMES 10 YOU t,4-ta hlrcl Mu RIBuilderip me FirstSource Orlando PHONE: 407.851-2100 FAX, 407-851-7111 Plant City PHONE: 613.759-5951 FAX 813-752-1532 Taylor Morrison Homes l: Darlington A IL APP11". NBISIIW Lot )a i. FGd 11 at. 2-4-16 1 Rick ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® R, COIU) CUPS' RE: TB0290 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0290 Model: Darlington Tampa, FL 33610-4115 Lot/Block: 95 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 1 T10650571 C01 3/15/17 118 IT10650588IF16 3/15/17 12 1 T1 0650572 1 CO2 13/15/17 119 1 T1 0650589 1 HR01 13/15/17 13 I T106505731 F01 13/15/17 120 1 T1 0650590 1 HR02 13/15/17 J 14 I T10650574 I F02 13/15/17 121 1 T10650591 1 HR03 13/15/17 1 15 I T10650575 I F03 13/15/17 122 1 T1 0650592 1 HR06 13/15/17 6 IT10650576IF04 3/15/17 123 IT10650593IJ01 3/15/17 7 IT10650577IF05 3/15/17 124 IT10650594IJ02 13/15/17 1 8 IT10650578IF06 3/15/17 125 IT10650595IJ03 3/15/17 19 I T10650579 I F07 13/15/17 126 I T10650596 I J04 13/15/17 1 10 IT10650580IF08 3/15/17 127 IT10650597IJ05 3/15/17 11 IT10650581IF09 3/15/17 28 IT10650598IJ06 3/15/17 112 I T10650582 I F10 13/15/17 129 I T10650599 I J07 13/15/17 1 13 IT10650583IF11 3/15/17 30 IT10650600IJ08 3/15/17 114 I T10650584 I F12 13/15/17 131 I T10650601 I J09 13/15/17 15 IT10650585IF13 3/15/1732 IT10650602IJ10 3/15/17 116 IT10650586IF14 1 3/15/17 33 I T10650603 I J11 3/15/17 117 I T10650587 I F15 13/15/17 134 I T10650604 I J12 13/15/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ;v\\-DI/VC SA. Nr- ORD OFpA�� #� 7 - 2 0 19 �` • N S% • ,9'�i �'i 0 39380 10 cc Wit• ST E OF- • .ss/1-�?�`%% �t!11111111�ONA Thomas A Alban) PE No.39380 MITek Usk Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 15,2017 Albani, Thomas l of 2 RE: TB0290 - Site Information: Customer Info: Taylor Morrison Lot/Block: 95 Address: City: Sanford Project Name: TB0290 Model: Darlington Subdivision: Thornbrooke No. I Seal# I Truss Name I Date 35 IT10650605IJ13 3/15/17 136 I T10650606 I J14 13/15/17 137 I T10650607 I J15 13/15/17 1 138 I T10650608 I J22 13/15/17 1 139 I T10650609 I J23 13/15/17 1 140 1 T1 0650610 1 R01 13/15/17 1 141 1 T10650611 1 R02 13/15/17 1 142 1 T1 0650612 1 R03 13/15/17 143 I T10650613 I R04 13/15/17 I 144 1 T10650614 1 R05 13/15/17 1 145 I T1 0650615 1 R07 13/15/17 1 146 1 T1 0650616 1 R08 13/15/17 147 1 T1 0650617 1 R09 13/15/17 1 148 1 T1 0650618 1 R10 13/15/17 1 149 1 T1 0650619 1 R11 13/15/17 1 150 1T106506201 R12 13/15/17 1 151 IT10650621 1 R13 13/15/17 1 152 1 T1 0650622 1 R14 13/15/17 I 153 1 T106506231 R 15 13/15/17 154 I T1 0650624 1 R20 13/15/17 1 55 T10650625 R21 3/15/17 56 1 TI 06506261 RF01 3/15/17 157 1 T1 0650627 1 RF02 13/15/17 1 158 1 T1 0650628 1 VO1 13/15/17 1 159 I T106506291 VO2 13/15/17 1 State: Florida 2of2 Job russ Truss Type y Ply a 0uss rAlem. Boloeo uso. tho IxAdbV deslgnei must verity tho aixAlcafAly of design pmainelers and piopeiy I ncorpolate 11* design kilo the oval,,, tAldng destpn. Racing Indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and petmanenl bAacing MiTek' is always iwawtred for stability and to prevent collapse with poulble personal try" and property damage. For gmeral guidance legxdkng the 710650571 780240 C01 GABLE t 1 755324001 Job Reference(optional) 13a11000 rlrit*OalCe. IOMPO. rain Lmy. rionaa aJJoo O1NB 1 2 28 27 26 25 3 4 r."V • hPr ry oro mn ea mvuauroa, M. deo mor * Veda *r evr r rage , I D:Zl7yacit3rgf5yObDEG6Buz0Uf6-rMeE 1 JtvQNHmp_21GhGyANjgpa0moaZJM Ws2gzaliq 01.8 Scale = 1:25.5 5 63x4 = 7 a - 9 10 11 12 13 30 R ap 29 15 14 24 23 22 21 20 19 1a 17 16 30 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in Qoic) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(I-Q We We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) -0.00 17 n/a n1a BCDL 5.0 Code FBC2014lrPI2007 (Matrix) Weight: 79 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(11at) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10.0.0 of; bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 15-6-8. (lb) - Max Grav All reactions 250 Ib or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily design panmefere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE MD -7473 rev. 11119"IS BEFORE USE Doslgn valid for use only with Milek® conneclors, ll* design Is basod only upon patometers shown. and Is tot an Aldlvldual bolding component. not a 0uss rAlem. Boloeo uso. tho IxAdbV deslgnei must verity tho aixAlcafAly of design pmainelers and piopeiy I ncorpolate 11* design kilo the oval,,, tAldng destpn. Racing Indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and petmanenl bAacing MiTek' is always iwawtred for stability and to prevent collapse with poulble personal try" and property damage. For gmeral guidance legxdkng the labricallim slotage. delivery, eiectlon and bracing of busses and inns mlems seeANSI/Nl I Quality Criteria, DS849 and SCSI Buoding Component 6904 Parke East Blvd. Safety Information available horn truss Rate institute, 218 N Lee Sheol, Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job I russruse ypety 5 y 8 I 18 e Is always recglred for sksbUtiy arta to prevent collapse with possible personal k*,wy and rxoperty damage. For general guidance regtoding the fabrlaatlon. storago, delivery, erection and bating of trusses and truss systems seoANSi/iPI l Quality Criteria. DSB-89 and SCSI Building Component I 710650572 780290 CO2 Floss Truss 110 1 755324002 e 17 I I I I I I I I Job Reference(optional) ID:Z17yacf13rgISy0bDEG6BnJz0Uf6-JZCcEIuXBgPd07YFF_CWOwuxDwdV ;kOGPaGZa11p Scale = 1.17.0 1 2 3 4 5 6 7 8 I 18 e Is always recglred for sksbUtiy arta to prevent collapse with possible personal k*,wy and rxoperty damage. For general guidance regtoding the fabrlaatlon. storago, delivery, erection and bating of trusses and truss systems seoANSi/iPI l Quality Criteria. DSB-89 and SCSI Building Component I Safely Information available from Truss Plate tmIlluile. 218 N. Lee Street. Sure 312 Alesandit VA 22314. Tornp*, FL 33610 R e 17 I I I I I I I I i 16 is 14 13 12 11 10 9 9.0.7 9.07 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 9-0-7. (lb) - Max Grav All reactions 250 ib or less at )oinl(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4.0 oc. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss wllh 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedry de09Jr pwarmfero and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI167473 rov. IM302015 BEFORE USE Design valkt for use only with MlloM connectors. link design Is based only upon parameters shown, and Is for an Individual bolding component, nol , a suss system. Before use, the building designer must verify Iho cgJtlflcal)llty of design I.Kiramelers and propruly heogJOrate this design Into the overall building design. Bracing Indicated 1s to Ixevent buckling of Individual truss web and/(x chord members only. Addtlonal temporary and permanent bracing MiTek' Is always recglred for sksbUtiy arta to prevent collapse with possible personal k*,wy and rxoperty damage. For general guidance regtoding the fabrlaatlon. storago, delivery, erection and bating of trusses and truss systems seoANSi/iPI l Quality Criteria. DSB-89 and SCSI Building Component 6904 Perk* Ent Blvd. Safely Information available from Truss Plate tmIlluile. 218 N. Lee Street. Sure 312 Alesandit VA 22314. Tornp*, FL 33610 Job I bussruss ype ry ply PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vart(TL) -0.20 12-13 >925 240 7/0650573 780290 Fill Floor Truss 1 1 755324003 LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlat) Job Reference(optional) vvevvn rva,a+wce, wnye. rwm —Y. •wove aaaoo 0.1.8 1 2.6-0 1.3-0 2.3.9 --p. ,"p. ry cv ro mn vM1 mvuaewa, mc. ..ev mvr ra vo.cv ov evi r rvye ID:Zl7yacf13rgf5yObDEG68uz0U16-JZCcEfuXBgPdO7YFF CVVOwfcD17V95XOGPaGzallp 280 1 0 -Ire 1:26.9 15X3 11 L.SX3 11 1.5x3 = 1.5X3 = 1.50 = 15X3 11 1.5x3 II 1.5X3 = 1 2 3 4 5 6 7 a n w� `19 IIa1. pm M'F0&11A&hh1111 Design v,ki too use only with Mllek® connectors. Tnls design Is based only upon paamotors shown. and K for an I divkIu, Wilding component. not LOADING (psf) SPACING- 2-0-0 CSI. r 15$8 Plate Offsets (),Y)-- 111:0-1-8,Edgel. 112:0.1.8,Edge) Design v,ki too use only with Mllek® connectors. Tnls design Is based only upon paamotors shown. and K for an I divkIu, Wilding component. not LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vart(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a We Safely Information available from boas Plate InsOMe. 218 N. bee Sheet, Suite 312. Alexandria. VA 22314. BCDL 5.0 Code FBC2014/fP12007 (Matrix) Weight: 82 lb FT = 20116F, 11116E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlat) end verticals. WEBS 2x4 SP No.3(ffal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7-4, 9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-15301013-4=-2021/0,4-5=-2021/0,5-6=-2021/0,6-7=-1530/0 BOT CHORD 13.14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11=0/1839, 9-10=0/1191 WEBS 2-14=-1390/0, 7.9=-1390/0, 7.10=0/539, 6.10=-490/0, 6.11=0/502, 5.11=-29310, 2-13=0/539, 3-13=-490/0, 3-12=0/50214-12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vorq design p4u4mefm 4nd READ NOTES ON THIS AND INCLUDED M/IEK REFERANCE PAGE UP -7473 rev. 1IYMM15 BEFORE USE Design v,ki too use only with Mllek® connectors. Tnls design Is based only upon paamotors shown. and K for an I divkIu, Wilding component. not a buss system. Below use. rho building doslgner must verify tho aPplk,bllty, of design parameleos and p iopeuy blcoopooato this design Into the over,, building design lkachg Indicated Is to poevenl buckling of Individual truss web and/or chord members only. Addition, lempooary and pooma ent Macing Welk' Is always reed loo stability and to prevent collapse wah possible personal k#xy and propony damage. For germ, guidance oegardng the fabrication storage. da,lvery. erection and bracing of Inrses and Inrss syslems seeANSI/TPI l Quality Criteria, DSB-89 and SCSI BulkWQ Component 6904 Parke East Blvd. Safely Information available from boas Plate InsOMe. 218 N. bee Sheet, Suite 312. Alexandria. VA 22314. Tampa. Fl. 33610 Job, uss ruse Type ty \Z 40.0 Plate Grip DOL 1.00 TC 0.58 TCDL 10.0 710650574 T80290 1:02 Floor Truss 1 t 755324004 WB 0.39 BCDL 5.0 Code FBC2014/rP12007 Job Reference (optional) Builders FnslSource. Tornpo, Piero Coy. Flondo 33566 1 5x3 11 1.5x3 = 1.5x3 = 7 640 a Apr 19 2016 Me ek Indusmes, Inc Wed Mor 15 08 28 59 2017 Page 1 I D:Zl7yac tf3rgfSyObDEG6BuzOU16-nlm_S7v9y_XU2H7 RphjklbSxrc67EcOsmg?y7izalto 1.5x3 II 1 5x3 II 2-6-0 OtrB= 1:26.3 1.5x3 II 1.5x3 = � I' w win 2-0-0 www w� II \Z 40.0 Plate Grip DOL LOADING (psi) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 TCDL 10.0 Lumber DOL 1.00 BC 0.70 BCLL 0.0 Rep Stress Incr YES WB 0.39 BCDL 5.0 Code FBC2014/rP12007 (Matrix) 3x6 = 15.2.12 15.2.12 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.1310-11 >999 360 MT20 244/190 Vert(TL) -0.1710-11 >999 240 Horc(TL) 0.04 9 n1a We 17 Weight: 82 Ib FT = 20?6F, 11°5E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 9=814/0-3-8,14=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/013-4=-1960/0,4-5=-1960/0,5-6=-1960/0,6-7=-1513/0 BOT CHORD 13.14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2.14_ 1363/0, 7.9=-1374/0, 7.10=0/515, 6.10=-464/0, 6-11=-14/453, 5.11=-261/0, 2.13=0/523, 3.13=-474/0, 3-12=-3/464, 4-12=-266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 4) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 sirongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular budding Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.` A WARNING - VWW design perernerers and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MD -7473 rev, 169MIS BEFORE USE Design valid lot tae only vAlh MlleM connectors. Ttds design 6 based only upon parameters shown. and Is lot an IndMdtal lidding component not a truss system. Belote use. the building designer must verity the applicability of design Ixtiamelors aril properly Incorixrato this design Inlo the overall b llc t<l design. Bracing Indicated Is to prevent buciding of Individual law web and/or chord members only. Additional temporary and pounaneni bracing MOW Is always reyJred lot stability and to rAevenl collapse wOh possible personal Injury and rxorxMy damcxle. For general guidance reWcArlg the fabrication storago. delivery, erection and bracing of misses and miss systems. seeANSI/TPI I Quality Criterlo, DSB-89 and BCSI Bu9ding Component 6904 Pmke Easl Blvd. Safety IrdormaBon avdlable born him Plate tmiltute. 218 N. use street. Srlfe 312. Alexandria. VA 22314. Tornpo. FL 33610 Job ruse Truss Type ty r r rrrrr r C� BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 710650575 780290 F03 Flea Truss 1 t 755324005 WEBS 7-9=-1549/0, 2-14=-1191/0, 7-10=0/1237, 2.13=0/875, 6.10=-1149/0, 3-13=-868/0, 4.12=-336/0, 3.12=0/1020, 6.11 =-205/525 Job Reference (optional) .,,.,,,..,..,,..�..,..�.. ,.,,�.. ...,.,.,,.r. ".,"..,..moo .y„ " ..y. I D:Zl7yacH3rpl5y0bDE G68uiz0U16-nlm_S7vlty_XU2H7 Rphl k2bSrrc6d EZNsmg7y7tzalto 0.1.8 H �3� 2.6-0 1.11.12 2.6-0 I 1.5x3 II 1.573 = 1.5x3 = 06 = 3x6 = 1.5x3 11 1.5x3 11 30 = t 2 3 4 5 6 1 Scdl6= 1:26.3 1.5x3 II 4x6 = 1.5x3 = 7 8 7 EWA �� ■ PLATES GRIP MT20 244/190 Weight: 82 Ib FT = 20%F, 11%*E [7 ■� r r rrrrr r C� 30 = 4x6 = 3x4 = 30 = 06 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 TCDL 10.0 Lumber DOL 1.00 BC 0.67 BCLL 0.0 Rep Stress Incr NO WB 0.59 BCDL 5.0 Code FBC2014/rP12007 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.25 10-11 >723 360 Verl(TL) -0.35 10.11 >507 240 Horz(fL) 0.04 9 n/a Na PLATES GRIP MT20 244/190 Weight: 82 Ib FT = 20%F, 11%*E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purlins, except BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=1201/0-3-8,14=95610-7-4 talx1cation. storage. delivery. erectlon and bracing of trusses and IRrss systems seeANSVTPI l Cuoilly Criteria, DSB-89 and SCSI Building Component FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Safety Irdormatlon ovdlable Rom truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria. VA 22314. TOP CHORD 2-3=-1323/0, 3.4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0/772, 12.13=0/1870, 11-12=0/2626, 10-11=0/2535, 9-10=0/1033 WEBS 7-9=-1549/0, 2-14=-1191/0, 7-10=0/1237, 2.13=0/875, 6.10=-1149/0, 3-13=-868/0, 4.12=-336/0, 3.12=0/1020, 6.11 =-205/525 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 Ib down at 11-3-0 on top chord. The desigrl/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) VeA: 9-14=-10, 1-8=-100 Concentrated Loads (lb) VeA: 6=-523(F) AWARNING - Verlry dW n B parerrrolors end READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGEN11,7473 rev. 1002l0IS BEFORE USE Design vdid for use only with Klek® conneclors. This design Is based only upon paamolers shovm, and Is for an Indly"td lidding component, not a truss system. Before use, the b oAdkng deslgne7 must verily the c47pNkaltlity, of design txvameters rnnd properly Incorporate W& design Into the overall budng design. ®oci ng Indicated Is to prevent buckling of IndWu al truss web and/or chord members only. Additional temporary and permanent Ixaclng M!Tek' 6 always required la slat -Ally aril to prevent collapse wllh possUe personal RuPay and property damage. For general guidance roWding tho talx1cation. storage. delivery. erectlon and bracing of trusses and IRrss systems seeANSVTPI l Cuoilly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdormatlon ovdlable Rom truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria. VA 22314. Tanga. FL 33610 Job ruse Truss Type Qty ply o truss system. Betom use. the btllding designer must verity the oriAk c011ity of design parameters taxi properly Itcogwrale this design Into Ilxu overall TOP CHORD 20 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2(flat) WOW end verticals. 710650576 780260 F04 Floor Truss 1 1 1755324006 TOP CHORD 2-3=-1031/0,3-4=-1031/0,4-5=-1031/0,5-6=-408/0,6-7=-41610 BOT CHORD 11.12=0!784, 10.11=0/1031, 9.10=0!784 Job Reference trona! omroen rusiavwcs. i o..pa, —, —Y. -- aaaoo 4 3 ID:ZI7yac1f3rgf 5y0bDEa.Y„G6Btu0Ul6-FxJMtLvnhllLgRidNPEzap?6r10Tbz5F0?KeyeIW f8zattn 0.1.8 F I 1 2.6-0 1 2$-0 1-8-4 1-3-0� 0_4� Scale = 1:18.9 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1.5x3 II 1.5x3 II 3x4 = 3x6 II 1 2 3 4 5 6 7 30 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 TCDL 10.0 Lumber DOL 1.00 BC 0.62 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL 5.0 Code FBC2014/FP12007 (Matrix) DEFL. Vert(LL) Vert(rL) Horz(rL) In (loc) Udell Ud PLATES GRIP -0.12 11-12 >999 360 MT20 244/190 -0.26 11-12 >501 240 0.03 7 n/a We Weight: 61 Ib FT = 20%F, 11%E LUMBER- BRACING - o truss system. Betom use. the btllding designer must verity the oriAk c011ity of design parameters taxi properly Itcogwrale this design Into Ilxu overall TOP CHORD 20 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2(flat) WOW end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 7=59510-3-8,12=595/0-7-4 Saley bdormation wdlohle from buss Plate Institute, 218 N. tree Street, Srlto 312. Alexandria. VA 22314. Talo, FL 33610 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1031/0,3-4=-1031/0,4-5=-1031/0,5-6=-408/0,6-7=-41610 BOT CHORD 11.12=0!784, 10.11=0/1031, 9.10=0!784 WEBS 2-12=-915/0, 2-11=0/369, 7-9=0/615, 5.9=-598/0, 5-10=0/487, 4.10=-273/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi-rigid pitchbreaks with lixed heels" Member end fixity model was used In the analysis and design o1 this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - V01W design pertawfem rind READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE III110-7473 rev. 1611 e1 S BEFORE USE Design vc did rot use only with Mllekb connectors. TM design Is based only upon paameters shown. and Is for m Individual building component. not ��- o truss system. Betom use. the btllding designer must verity the oriAk c011ity of design parameters taxi properly Itcogwrale this design Into Ilxu overall Ix9dling design. ®acrlg WKllcated is to prevonl buckling of IndNkkki buss web and/or chord members only. Addifiond temporary and pennarenl bracing WOW Is dway5 reciuked lot stdSc6By and to prevenl colkpse wllh posst:lo peisonal Injury and properly ckanage. Fon general gukkInce roWd1rtg the fab ricoll n, storage. de0very, erection ord tMacbV of trusses and Inuss systems seeANSI/IPI l dually, Criteria. OSB -89 and BCSI Bullding Component 6904 Poske East Blvd. Saley bdormation wdlohle from buss Plate Institute, 218 N. tree Street, Srlto 312. Alexandria. VA 22314. Talo, FL 33610 Job russ Truss Type oty ply o hras system. Before use. the building designer must verify the al)rAlcalAlfy of design Paamelers and pxoPorty Incogorote 0*design Into the overal BRACING - TOP CHORD 2x4 SP No.2(Ilat) MiTek' TOP CHORD 710650577 780290 FOS Floor Truss 1 1 I 1755324007 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 7=603/0-3-8, 10=610/0.7-4 Job Reference (optional) 0-1.8 H 2.6-0 ID:Zl7yacft3rg15yObDEG68uzOUf6-FxJMILvnIIILgRrdNPEzap?4TOTmz5YO?KIW 18zaltn 1.10.12 1.30 1 Scal—e- 1:19.6 1.5x3 II 1.5x3 = 1.5x3 II 1.50 = 3x4 = 1.5x3 II 1.5x3 II 30 = 1.5X3 = 1 2 3 4 5 6 30 = 3x6 = 13 4 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/fP12007 CSI. TC 0.72 BC 0.61 WB 0.27 (Matrix) DEFL. in Vert(LL) -0.15 Vert( L) -0.28 Horz(TL) 0.02 (loc) Well L/d PLATES GRIP 9-10 >917 360 MT20 244/190 9-10 >468 240 7 We rVa Weight: 61 Ib FT = 2005F, 110,5E LUMBER- o hras system. Before use. the building designer must verify the al)rAlcalAlfy of design Paamelers and pxoPorty Incogorote 0*design Into the overal BRACING - TOP CHORD 2x4 SP No.2(Ilat) MiTek' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) 6904 Parke East Blvd. Safety Information available born huss Plate Institute. 218 N. tee Street. Suite 312. Alexandda. VA 22314. end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 7=603/0-3-8, 10=610/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-1079/0,3-4=-1079/0,4-5=-1079/0 BOT CHORD 9-10--0/808.8-9=0/1079,7-8=0/827 WEBS 2-10=-943/0,2-9=0/404,5-7=-954/0,5-8=0/499.4-8=-29510 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pilchbreaks with laxed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 slrongbacks, on edge, spaced at 10.0-0 oc and lastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verify design para mien and READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGE ND•7473 mv. IM307015 BEFORE USE Design valid for use only with Mllek® connectors. INs design Is based only upon Parameters shown. and Is for an Individual blldIng component, not o hras system. Before use. the building designer must verify the al)rAlcalAlfy of design Paamelers and pxoPorty Incogorote 0*design Into the overal building design. Bracing Indicated Is to prevenl buckling of IntlNklual truss web and/or chord members ally. Additional lempouxy and permanent bracing MiTek' Is always required for sla"lty and to rxovent collapse with possible personal Inlay and property dornage. For general guidance regardhng the k"Icolkxn, storage. delivery. erection and txachng or trusses and Inuss systems, soeANSI/IPI l Quality Criteria, D56-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available born huss Plate Institute. 218 N. tee Street. Suite 312. Alexandda. VA 22314. Tonloo. FL 33610 Job russ Truss Type oty Ply GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25-26 >699 360 MT20 710650579 780290 F06 Floor Truss 1 t 1155324008 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 rda n/a Job Reference (optional) o=„vu,a —.sI,I — ,—W., 1w„1,.,,1. r,u,wa moo 0.1.8 HI 2-6-0 260 t�8�, 13-0 2-6-02-6-0 1.5x3 II 1.5x3 II 1 5x3 II 4x6 = 3x6 FP= 2 3 4 5 6 7 a 8 I.—V.IWI 111-1.— 19R 1000SIr100, IIID. neo -1 IJ VON VI 2011 10801 I D:Zl7yacit3rgf SyObD EG6BuzOU16-k7UthwPUboC HbHpx61C70YCxOmUiUt9E__U3Bbzallm 1-9-0 1 2-e-0 2-6-0 k3 -e Schle=1:52.0 1.5x3 II 1.5x3 II 10 11 12 13 14 28 27 26 25 24 23 22 21 20 18 18 17 16 3x6 = 3x6 FP= 4x6 = 30 28 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(R) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 rda n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 154 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 20 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16-22: 20 SP No 1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(Ilat) REACTIONS. (lb/size) 16=945(0-7-4,23=1802/0-4-0,26=498/0-7-4 Max Grav 16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-992/165, 3-4=-992/165, 4-5. 992/165, 5-6=0/1022, 6.7=0/1022, 7-8=-1498/0, 8-9=-1498/0,9-10=-2306/0, 10-11=-2715/0, 11-12=-2715/0, 12.13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0!774, 24-25>165/992, 23.24=-443/685, 22-23=0/956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18.19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26=-903/0, 2.25=-206/255, 5.23=-1099/0, 5-24=0/734, 4-24=-444/0, 14.16_ 1635/0, 14.17=0!721, 13-17=-664/0,13-18=0/628, 7-23=-1830/0, 7.21=0/911, 9-21=-86310, 9-20=0/522,10-20=-50810,10-19=-661485,11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Var1r7 dWgn parrrmstM and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NO -7473 rev. 109=15 BEFORE USE Design Valid for use oNy a41h Mllek® connectors. This design Is based only upon parameters shown, and Is for an 11dh4dual building component. nor a frt8 system. Before use. the btJk&V designer must verify the at Icabllty of design puameters and I>toperly Incorporate tink doslgn Into the overall buldhg design. Brocing Indicated Is to provenl bucaing of Individual tnm web and/or chord members only Adcllbnd temporaryand permanent bracing MiTek' S always rea9Lod for stability and to prevent cotktpae wllh possible personal anAay and propedy damage. For general guidance regardng the k ilmicallon stomoo, delivery, erection and b4acing of trusses aril Inns systema, socANSI/TPI I Quality Cdf*ft, 058.69 and SCSI Sulkling Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. pee Street, Sullo 312. Alexancift VA 22314. Tarrpo. FL 33610 Job runsrush ype ry ply 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(rL) -0.38 17-18 >523 240 btAdhg design. bochg Indicated k to prevent buckling of Indlvtducd hub web and/or chord members only. Additional temporary and permanent brachng BCLL 0.0 Rep Stress Incr YES WB 0.46 HOrz(rL) 0.05 16 n/a n/a Is always recliked lot stablIlty and to prevent collgxse with possible personal it*" and property damage. For general guidance regcadlng the T10650579 TBO290 F07 FI= Truss 1 1 I 1755324009 BOT CHORD 2x4 SP No.1(flal) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.0.0 oc bracing: 22.23,20.22. Job Reference (optional) �mwew ru 1-1... Tanga. rwnl ..y, rwnve oa�oo 0.1-8 HF 26-0 + 260 1-5� 1�3� I.Sx3 11 1.5x3 = 1.5x3 = j 1 28 27 26 1.5x3 II 1.5x3 II 2 3 4 5 r."V5 mpi 1V "]a mil OR Inav611ga, Im. Wau mal ID va"Ve Zvir rays 1 ID:Zl7yactf3rgf5yObDEG68u1z0Uf6-CKR741 x 1 Fvw3vts0UgGRIE404g4DRy71SeEc11 zaltl 2-6-0 2-6-0 I 2-3-8 21--6 e = 1:52.0 1 5x3 11 1.5x3 = 1.5x3 11 3x6 FP= 1.5x3 II 1.5x3 II 1.5x3 = 6 7 Be 10 11 12 13 14 3115 25 24 23 2221 20 19 18 17 16 3x6 FP= 3x6 = 30 q m 29 LOADING (pst) SPACING- 2.0.0 CSI. DEFL. to (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.25 17.18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(rL) -0.38 17-18 >523 240 btAdhg design. bochg Indicated k to prevent buckling of Indlvtducd hub web and/or chord members only. Additional temporary and permanent brachng BCLL 0.0 Rep Stress Incr YES WB 0.46 HOrz(rL) 0.05 16 n/a n/a Is always recliked lot stablIlty and to prevent collgxse with possible personal it*" and property damage. For general guidance regcadlng the BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 154 Ib FT = 20%F, 11°bE LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flal) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.0.0 oc bracing: 22.23,20.22. REACTIONS. (lb/size) 16=826/0-7.4, 22=1796/0.4.0, 26=623/0.7.4 Max Grav16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5.6=-1006/28, 6.7=0/1040, 7.8=0/1040, 8-9=-1297/0,9-10=-1297/0, 10-11=-2105/0, 11-12=-2105/0, 12-13=-2105/0, 13-14=-160610 BOT CHORD 25-26=0/928,24-25=0/1359,23-24=0/1262, 22-23=-154!728, 21-22=-87/876, 20.21=-87/876, 19.20=0/1727, 18.19=0/2105, 17.18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2.26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5-23=-539/0, 5-24=0/424, 14-16=-1433/0, 14.17=0/601,13-17=-515/0, 13-18=-39/276, 8-22=-1606/0, 8.20=0!717, 10.20=-743/0, 10-19=0/755, 11.19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARMING- Varlry das/gn PtuWMfan and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N67473 rev. IO'0 MIS BEFORE USE Design valid for use only with Mllelc® connectors. Ills doslgi K based only upon pcaameters shown, and Is lot an Individual btAdhng component. not , a buss system. Bolore use, the biking designer must velty the cv)NIcdellty, of design tmomoters and properly lncoq)otote this design Into the ovetdt btAdhg design. bochg Indicated k to prevent buckling of Indlvtducd hub web and/or chord members only. Additional temporary and permanent brachng MiTek" Is always recliked lot stablIlty and to prevent collgxse with possible personal it*" and property damage. For general guidance regcadlng the fabtk:atbn storago. delivery. election and bocing of misses ornd IF= systems, seeANSI/1PI I Quality CrIterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Irdormatlon available horn truss Rale InsilMe. 218 N. Loo Sheol. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Typelyry GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Verl(TL) -0.36 23-24 >418 240 710650580 780290 FOB Floor Truss 1 1 755324010 1 Weight: 151 Ib FT = 20%F, 110% E LUMBER- BRACING - Job Reference(optional) OYYYOw rYi1JpY,GO. �Omp.. rwrll -y. rq,lYa JJa00 0.1.8 HI 2-6-02—I 1.Sx3 11 1 5x3 = 1.5x3 = 1 26 25 24 1.5x3 II 1.5x3 II 2 3 4 �.wu i nps cv Y mol en mausuws, ,w rays I D:Zl7yacff3rgf5yObDEG6BuzOU16-CKR741 x 1 Fvw3vls0UgGRf E4OEg4KRyolSeEc)1 zaltl 1.3H1.3_01.3H1.3-0 0.1111I8 SAII, = 1:52.0 4x6 = 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 5 6 7 8 9 10 11 12 13 1.5x3 II 1.5x3 = 1.5x3 = 2914 23 22 21 20 19 18 17 16 15 3x6 FP= 4x6 = 3x6 = 28 27 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Verl(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a n/a Tampa, FL 33610 BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 151 Ib FT = 20%F, 110% E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0.0 oc bracing: 21-22. REACTIONS. (lb/size) 15=853/0-7-4,21=1791/0-5-11,24=602/0-7-4 Max Grav15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0,3-4=-1231/0,4-5=-1231/0, 5.6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9.10=-2351/0, 10-11=-2351/0,11-12=-2351/0,12-13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22=-2451646, 20-21=0/1039, 19-20=0/1039, 18-19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16/1287 WEBS 6-21=-281/0,2-24=-1022/0, 2-23=-38/414, 5.21=-1233/0, 5-22--0/836.4-22=-351/0, 13-15= 1501/0, 7-21. 1681/0, 7-19=0/797, 9.19=-768/0, 13-16=0/637, 12-16=-575/0, 12-17=-30/428,9-18=0!718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily design perametero and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf}7477 rov. I&VMIS BEFORE USE Design valid for use only with Mllek®connectors This design Is bawd only upon parameters shown, cold Is Ion an Ind9NrAxA Ixldhtg component, not � o buss system. Before use. the building designer must verify Iho gXNMalbllty, of de*p paamlefers and prolxnly lncogxxote e16 design Into rhe overall bulk" design. Broclng Indlcoted b to prevent budding of IndNk1W In= web and/on chord memo m only. Ac" local lemMary and permanent brachlg MiTek' Is always iecl led la slutAly and to prevenl collapse with possible personal Injury and property damage. For general gukkmo iwjadhp the tabrk;ollom storage. delivery, eroclion curd bracing of IRmes and truss systems, seeANSI/IPII Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormatbn available horn huss Rote ImIllule. 218 N. leo Sheol, Srlle 312. Alexandria. VA 22314. Tampa, FL 33610 obfuss OY„pert •I,irJYV,GO. ,Yr�C. �WY1 CSI. DEFL. Truss Type ry ply TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 710650581 760280 F09 Floor Truss 1 1 755324011 Weight: 154 Ib FT=20%F, 11%9E LUMBER- BRACING - TOP CHORD 20 SP No. I(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except Job Reference (optional) -y, r.w,Ya JJa00 0.1.8 H 2.6-0 2.6.0 11 •6.11 1-3.0 243-0 2-60 1.5x3 11 1.5x3 = 1.5x3 = 1 28 27 26 1.5x3 II 1.5x3 II 1.5x3 II 4x6 = 3x6 FP= 2 3 4 5 6 7 8 8 ID:Zl7yactf3rgf5yObDEG6BuzOUf6•gW?V IMyfOD2wXvRC2XogCRdZBEOaAO4ShizAGTzallk 2-1 2.6-0 2-6-0 he. 1s2.o 1.5x3 11 1.5x3 II 10 11 12 13 14 1.5x3 11 1 5x3 = 1.5x3 = 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 44 = 30 28 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Wall L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horc( L) 0.07 16 n/a n/a Tempo. FL 33610 BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 154 Ib FT=20%F, 11%9E LUMBER- BRACING - TOP CHORD 20 SP No. I(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. REACTIONS. (Ib1size) 16=948/0-7-4,23=1864/0-5-11,26=434/0-7-4 Max Gravl6=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or fess except when shown TOP CHORD 2-3=-859/305,3-4=-859/305.4-5=-859/305, 5.6=0/1198, 6.7=0/1198, 7-8=-1307/0, 8-9=-1307/0,9-10=-2187/0, 10.11=•2698/0, 11-12=-2698/0, 12-13=-2698/0, 13-14=-1851/0 BOT CHORD 25-26=-57!710, 24-25=-305/859, 23-24=-612/563, 22.23=0/728, 21.22=0/728, 20.21=0/1854, 19.20=0/2509, 18.19=0/2698, 17-18=0/2267, 16-17=0/1398 WEBS 6-23=-299/0,2-26=-828t66,2-25=-290/174, 5-23=-1 162/0,5-24=0(765,4-24=-45610, 14-16=-1632/0, 7-23=-1897/0, 14-17=0!720, 13.17=-660/0, 13.18=0/621, 7.21=0/956, 9-21=-908/0, 9.20=0/562, 10-20=-552/0, 10-19=0/561,11-19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) "Semi-rigid pitchbreaks with fixed heels” Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verily dodgn pan metoro and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MIF7473 rov. 1"3WIS BEFORE USE Design valld for use only wllh Mllek® connectors. lids deslgl Is based only upon mometors OxAwn. and is for an Individual Wilding componenl. nal �� o truss syslorn. Before use, the building designer must verity The aflldlcolAly of design parameters and pror�elly hcorporate Ihls design Info The overdl building design. Bracing Indicated Is to prevent bucgklg of Individual truss web and/or chord memlocris orgy. Addilkxld temporary and permanent Macblg M iTek' 6 dways required for stability and to prevent collq:,w with poss0119 prnsonit"and properly rksnage for general gldkknce regaalng the Iabricallon . storage, delivery, ereclbn and brocing of IRM&S and Inns systems seeANSVWI l Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke Eost Blvd. Soley Information ovr>Dade horn Trim Plole institute. 218 N. Lee Street. Suite 312, Aloxandrta. VA 22314. Tempo. FL 33610 Job T russ Truss Typety DEFL. Ply PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 710650562 780290 FtFit)Floor Truae 110 t 1 1755324012 -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) UUMOe rIMWVMV. rellge, Inlml bny, rw—a J 9Y 0.1.8 2-" 1.3-0 n 2-0.112.6-0 2.6-0 Hi I�r iii --I wv=npi ,scv,onulesmausmes.nlc. u+cvr y� I ID:Zl7yaclt3ngf5yObDEG6Buz0U16-8iZtVtzlnW An8200cFJvlfAlKdnmvgMbwyjlowzaltj 2_G� 1�8� 2�6�3 8 9= 1:52.0 1.5x3 11 1.5x3 II 06 = 3x6 FP= 1.5x3 II 1.5x3 II 2 3 4 5 6 7 8 9 /0 11 12 1.Sx3 11 1.5x3 = 4x6 = 1.5x3 = 13 14 3215 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 1.5x3 II 3x8 = 3x6 FP= 4x6 = 34 = 4x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20.21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Verl(fL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a We BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 155 Ib FT = 20%F, 111' E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8:20 SP No. I(Ilat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16.22 2x4 SP No. 1(flat) 6.0.0 oc bracing- 26-27,25-26,24-25. WEBS 2x4 SP No.3(llat) REACTIONS. (Ib/size) 16=1079/0-7-4,24=1847/0-5-11,27=319/0-7-4 Max Upli1127_ 38(LC 4) Max Gravl6=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-5431369,4-5=0/1059, 5-6=0/1059,6-7=-1715/0,7-8=-2751/0, 8-9=-2751/0, 9-10= 3500/0, 10-11=-3500/0, 11-12=-3500/0, 12.13=-3019/0, 13-14=-2171/0 BOT CHORD 26.27_ 138/533, 25.26=-369/543, 24-25=-369/543, 23.24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697,16-17=0/1 614 WEBS 2-27=-623/161,4-24=-1160/0,2-26=-356/15, 14.16=-1883/0,6.24. 2114/0, 6-23=0/1060,7-23=-1015t0, 7.21/702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 13-18=0/511, 12-18= 496/0, 12-19— 132/554, 11-19=-280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 27. 4) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vody dodlon jowarnatora and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE 1107473 rev, 10031015 BEFORE USE Design valid la use only with MileM connecters. lhis design K basod only upon paramelers shown, and Is la an bxilvldlxl landing component, not 'S a bus system. Before use. Iho bulking designer must verify tho opplicabllty, of deslgn parametersd alAoperly Incorporate this design Into Iho overall building design. Racing Indicated Is to prevent buckling of Individual ouss web axe/o; chord membors only. Addillawl lernporaty and p ermanenl Iraclnp WOW Is always rocood for sk*Ally and to prevent collapse wllh poss"a personal Injury and property damage. For general guidance regarding the MrIcalbri storage, delivery. erecllon and txocbtg of tnmesand torus systems seeANSI/IPII Quality Criteria, DSB-89 and BCSI SuOdbty Component 6904 Porke East Blvd. Safety Information avallalAe from lnm Rate Institute. 218 N. Lee Meal. Sulle 312. Alexandria VA 22314. Tompo. FL 33610 I Job T russruss ype y Ply 29.10-e WEBS 20 SP NO3(flat) 6.10-7 10-6-4 MiTek' Is always teylAed loo stability and to prevent collapse with possible personal k*ffy and properly damage. Fol g eneoal guidance regaidbng the 710650593 T80290 Fit Flow Tluss 1 1 11156324013 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) —Y.., ,w. aaovv at -6 H 1 2-6-0 It�3I4 30 = 30 = 2 3 4 ..y„ ..v. ID:Z17yacft3rgf5yObDEG6BuzOUf6-cv7F12zwYglemCbbAyg8Hsiz01 A8eM318cSHKMza15 2-5-12 i:L, 1-11-0 o-1 sral = 1:50.7 30 = 3x4 = 3x6 FP= 30 = 30 = 5 6 7 8 9 10 11 12 13 14 3115 26 25 24 23 22 21 20 19 16 17 16 3x4 = 3x6 = 30 = 3x6 FP= 3x6 = 3x4 = 30 = 30 = 30 = 30 9 W 29 LUMBER- 6.10.7 17.4.12 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP N0.2(flal) 29.10-e WEBS 20 SP NO3(flat) 6.10-7 10-6-4 MiTek' Is always teylAed loo stability and to prevent collapse with possible personal k*ffy and properly damage. Fol g eneoal guidance regaidbng the 12.5-12 Plate Offsets (X,Y)-- 12:0-1-8, Edge), 13:0-1-8,Edgel, 117:0-1-8,Edgel.118:0-1-8,Edge), safely Information available horn hues Plate bns9Me. 218 N. lee Street. Suite 312. Alexandoki, VA 22314 121:0-1-8,Edgel,122:O-1-8,Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16.17 >999 360 MT2O 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WS 0.32 Horz(TL) 0.03 16 Wit Na BCDL 5.0 Code FBC2O14ITP120O7 (Matrix) Weight: 152 Ib FT = 2O%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP N0.2(flal) end verticals. WEBS 20 SP NO3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. All bearings 0-7-4 except ft=length) 23=0-5.11, 19=0-5-11. (lb) - Max Grav All reactions 250 Ib or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5.6=-871/0, 6-7=-871/0, 7.8=-871/0, B-9=0/521, 9.10=0/521, 10-11=0/521, 11-12=-1249/0,12-13=-1249/0,13-14=-1249/0 BOT CHORD 25-26=-12/364, 24-25=-12/364, 23-24=-12/364, 22.23=0/637, 21-22=0/871, 20 -21=-26/674,19-20=-26/674,18-19=0/764,17-18=0/1249,16-17=0/879 WEBS 4.23=-281/0, 10-19=-282/0, 2.26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7.21 _ 258/0, 11.19_ 1116/0, 11-18=0/668, 12.18=-288/0, 14-16=-1026/0,14.17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - V4Aly lorry. P.M1Wore end READ NOTES ON THIS AND INCLUDED Nr►EK REFERANCE PAGE M67473 rov, taWWIS BEFORE USE, Design vaild loo lne only vAlh Mnek(b connectors. This design is based only upon poameteos shown. and Is lot an Individual building componenl, not '- a husss system. Below tae, the I Jldlnp deslgnel must veilly the appllcalAlly of design paeameleos and plopeely Incoopooale Oris design Into the ovwcll IrAding design. Boeing bndtcated Is to prevenl bucldbt0 0l IndIvldual tours web and/w chord membets only. Addltl000l temporary and paomanent btacing MiTek' Is always teylAed loo stability and to prevent collapse with possible personal k*ffy and properly damage. Fol g eneoal guidance regaidbng the labok:alim slatage. delivery. elecilon oral btacbng of Irtases aril in= systems, seeANSI/1P11 Cuaily Criteria, DSS -89 and SCSI 9ullding Component 6904 Poke East Blvd. safely Information available horn hues Plate bns9Me. 218 N. lee Street. Suite 312. Alexandoki, VA 22314 Tompe. FL 33610 Job uss puss We yPly DEFL. in (roc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 7/0650584 TS0290 1,-:2 Floc Truss 1 1 1756324014 1.00 BC 0.30 Vert(TL) -0.05 4-5 >929 Job Reference(optional) Builders FirslSource. Terrpe, Plant Crly. Ronde 33566 1.9.12 1 1.5x3 11 6 2 30 = 7 640 s Apr 19 2016 MTek Industries. Inc. Wed Mar 15 08:29:05 2017 Page 1 ID:Zl7yact13rgf5yObDEG6Buz0Uf6-cv7Fi2zwYgIemCbbAygBHslw_t FIeON18cSHKMzaIli 3 1.5x3 11 Scale= 1:10.0 30 = 3x4 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (roc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a We BCDL 5.0 Code FBC20141TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(11at) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (Ib/size) 5=523/Mechanical, 4=665/0-4-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 3.10.8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 11-4-0 from 0.9.0 to 3.10.8 3) "Semi-rigid pltchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-100, 3-6=-353 A WARNING- Vedly design pa mfors end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE CAGE MI1,7473 rev. IdMMI S BEFORE USE Desltpl valid lot use only with Milek®conneclois. Ills closign Is lased only upon palanelers shown, and Is for an Wividual building component, not a truss system. Before use. the IMIIclrvj designer must verily Iho aP4Alcab01N of design Fiarametoes orKI IroUetpy incopcnolo this design frlto the over... Ix1➢ding design. IfroctnD Intllcated B to povent bucld1rV of Indlvldual truss web oW/or chord members orgy. Addptonal lemlorary and permanent Mooing WOW tr always tec8lrod lot skgAhy and to rreveni coticvse wnh possONe persorKA hluy and popery dmnclge. For Dental gtieknce regendtrlp rho labrkatbn stotMe, delivery, erection and bracing of Itusses and truss systoins. seeANSI/iPI l Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormatlon avallable from truss Plato Insillule, 218 N. lee Street. Site 312 Alexandilc . VA 22314. Tempo. FL 33610 Job Truss Truss Type ory ply SPACING- 2.0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 710650585 T00290 F13 Floor Truss 1 1 1155324015 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 Job Reference (optional) Builders FirslSource. Tempe. Plant Cry. FlOdda 33566 1.108 1 1.5X3 II 2 30 = 7 640 s Apr 19 2016 MTek Indusnres. Inc. Wed Mar 15 08:29 05 2017 Page 1 ID:Zl7yacH3rgfSy0bDEG68uzOU16-cv7R2zwYglemCbbAyg8HsiwN 1 GTeNUIScSHKMzalb 3 1.5x3 II Scale = 1:10.0 30 = 3x4 = NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 14-10-0 from 0.0-0 to 3-2-0 3) 'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate.lncrease=1.00 Uniform Loads (pit) Vert: 4.5=-10, 1-6=-449, 3-6=-100 Q WARNING- Veny design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE A19.7473 rat. 18MVIS BEFORE USE 4-0.0 4-0.0 LOADING (psl) SPACING- 2.0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert( L) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a Na BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 22 Ib FT = 20% F, 114.E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.l(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=648/Mechanical, 5=86310.7.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-904/0,2-5=-904/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 14-10-0 from 0.0-0 to 3-2-0 3) 'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate.lncrease=1.00 Uniform Loads (pit) Vert: 4.5=-10, 1-6=-449, 3-6=-100 Q WARNING- Veny design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE A19.7473 rat. 18MVIS BEFORE USE Design vdiki la use only with Mmelr®conneclors. This design Is based only upon pmamelcrs shown, and Is for at k dl%ftK l b uilding componenl, nol , a buss system Before tae, the building dratpnor must verify the appllcalAlly of design pmamand etors aptopoly hcorlwrale this design Into Iho overdil building design. Bracing IncBcated Is to provenf budding of IndNkruci truss wob and/ot chord members only. Additional temporary and permanent bracing M iTek' Is always required for slahUlly, and to prevent collapse wllh possible persorxi"and properly damage. For general grlcknco regcadinq the kltrtcolktn, storage, delivery, erecbkm and bracing of Inmes and IRM systems. seeANSI/nnI Quality Criteria. DSO -89 and SCSI Building Component 6904 Perks East Blvd. Safety Information available from trim Plate institute. 218 N. lee Sboel- Suite 312, Alexanxfrla. VA 22314. Tampa. FL 33610 Job pusspuss wey NitDesign ply o truss system. BekHo use. Ifo building designee must verify the al:gAlca1101N of design rirnametots and ptoporty Incorporote Bits design Into the overall bolding design I9ocing Indicated Is to rAevont bticldlrtg of Individual buss web and/or chord members only. Additional temporary and potmanent bracing WOW Is always rogWed lot stability arxd to rxev(.-nt coikpse with possible pcisonal Injury and rropedy darnago. For general guidance regarding the 710650586 780200 F14 floor7ruas 110 t 1 1755324016 Job Reference lional .".,.,,.,..... ,.,,v.. �a,,...,.r. "..,,.....,moo I D:Zl7yacff3rglSyObDEG6Buz0Uf6.45hewO_YJ80VOMAnjfLNg4FBpR WZNmiuNGCgtozalth 0.1.8 H 2-6-0 1.3-0 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 II 4x6 II 1 2 3 4 5 6 7 8 B 4x6 = e = 1:26.2 N m 14-6-12 6 4 Plate Offsets MY)-- 19:0-3-O.Edge1.113:0.1.8.Edgel,114:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.12 14.15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Hor[(TL) 0.01 9 We We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 81 Ib FT = 2045F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (Ib/size) 9=787/0-3-8,16=787/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1416/0, 3.4=-1812/0, 4-5=-1812/0, 5-6=-1812/0, 6.7=-1409/0, 7-8=-589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14.15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9.11=0/888, 7.11=-827/0, 7.12=0/476, 6-12=-442/0, 2-15=0/482.3.15. 431/0, 3.14=-41/383, 6-13=-43/386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design 2) All plates are 30 MT20 unless otherwise indicated. 3)'Seml-rigid pitchbreaks with Ilxed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Voddy design peranWen and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. MOMIS BEFORE VSE valid lot use only vAth MnekS connectors this design Is based only upon parameters $town. and Is for an Individual Wilding component, not NitDesign o truss system. BekHo use. Ifo building designee must verify the al:gAlca1101N of design rirnametots and ptoporty Incorporote Bits design Into the overall bolding design I9ocing Indicated Is to rAevont bticldlrtg of Individual buss web and/or chord members only. Additional temporary and potmanent bracing WOW Is always rogWed lot stability arxd to rxev(.-nt coikpse with possible pcisonal Injury and rropedy darnago. For general guidance regarding the fabdcotlon, storago. delivery. erection and txc)cbng of irtmesand Inas systems, seeANSI/rPlI Quality Cdfodo. DSB-89 and SCSI Building Component 6904 Parke East Bbd Safety Information available Ban truss Rate lnstllute. 218 N Lee Street. Saite 312. Alexandria. VA 22314. Tonpo. FL 33610 Job ruse Truss Type yPly GRIP 244/190 187/143 FT = 20%F, 1146E LUMBER- BRACING - building design. @acing Indicated Is to provent buckling of hxlivkW In>a web and/or chord rnembcrs orgy. Additkxtol lemparary and permanent bracing TOP CHORD 20 SP M 31 (flat) 'Except' TOP CHORD TIOSWS87 780280 F15 Floor Truss t 1 1755124017 Rigid ceiling directly applied or 10.0.0 oc bracing 11-13:20 SP No.l(flal) Job Reference (optional) -- I.,ewvmw, avpa, rwm any, rAnva o.aaoo I— a ^p - av w mn a¢. — ma, a vo — — — , rays , I D,Z17yaclf 3rgf5yObDEG6Buz0Uf6.45hewO_YJ80VOMAnIf LNg4 F7IRSdN hMuNGCgtozalt h 0.1.8 H 2.6-0 1 1.3-0 2-" i 1-9.4 f 2-6-0 Sc21"e 011(8 = 1:32.5 20 19 1.5x3 II 1.5x3 = 3x6 = 1.5x3 II 1.5x3 = 4x6 = 3x6 FP= 1.5x3 II 1.5x3 11 30 = 06 = 5x6 = 1.Sx3 = 1 2 3 4 5 6 7 6 9 10 3x6 = 4x6 = 3x6 = 30 = 3x6 MT20HS FP = 5x6 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014lrP12007 CSI. TC 0.67 BC 0.83 WB 0.76 (Matrix) DEFL. in (loc) I/dell Ud Vert(LL) -0.34 14-15 >656 360 Ven(TL) -0.51 14.15 >432 240 Horz(TL) 0.07 11 n/a n1a PLATES MT20 MT20HS Weight: 100 Ib GRIP 244/190 187/143 FT = 20%F, 1146E LUMBER- BRACING - building design. @acing Indicated Is to provent buckling of hxlivkW In>a web and/or chord rnembcrs orgy. Additkxtol lemparary and permanent bracing TOP CHORD 20 SP M 31 (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except 1-3:20 SP No.2(flat) 6904 Pmke East Blvd end verticals. Torrpo. FL 33610 BOT CHORD 2x4 SP M 31 (flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing 11-13:20 SP No.l(flal) WEBS 20 SP No.3(flal) REACTIONS. (Ib/size) 18=1151/0-7-4,11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2301/0,3-4=-2301/0,4-5=-3769/0, 5.6=-3769/0, 6.7=-3769/0, 7.8=-3620/0, 8.9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16=0/3769, 14.15=0/3851, 13.14=0/3329, 12-13=0/3329, 11.12=0/1314 WEBS 2.18— 1994/0, 2.17=0/940, 4.17=-926/0, 4-16--0/1202, 5-16=-397/0, 9-11=-1971/0, 9-12=0/1606, 8-12=-1594/0, 8-14=0/463, 7.14=-366/0, 7.15=-445/477 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3)'Sem1-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 Ib down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) Q WARNING- Verify dWilin ix8nu rsters and READ NOTES ON THIS AND INCLUDED 4U►EK REFERANCE PAGE IIII147473 rev. 10=2015 BEFORE USE Design valkl for use only with Milek®conrleclors. This design Is Uased orgy upon p®ameters drown. and Is for as IndkIdlual Wilding component. not a hras system. Before uso. Iho building deslgnor must verify the alxllkab Illy of design paar nelers and luolxnly hcoiporate this design Into 1119 overall building design. @acing Indicated Is to provent buckling of hxlivkW In>a web and/or chord rnembcrs orgy. Additkxtol lemparary and permanent bracing MiTek' Is always res8dred for slahlllly and to 1Nevenl collgne wllh posdAo personal hluy and poperty damage. For general guidance uegarding the k"I allon, sloroge, delivery, erecflon rind bracing of Inases and truss systems smANSI/TPI I Dually Criteria. DSB-89 and SCSI Building Component 6904 Pmke East Blvd Salary Information avalloble from Truss Rale Institute. 218 N. Lee Street, Srlle 312 Alexandria. VA 22314. Torrpo. FL 33610 Jobuse SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 ruse Type y Fly PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20a/6F, 11%E LUMBER- BRACING - WOW TOP CHORD 20 SP No.2(flat) 710650588 780290 1":6 Floor Truss 1 1 755324018 WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=56810-7-4,7=568/0-3-15 Job Reference trona! ID:Z17yacH3rgtSyObDEG6Buz0U16-YHE07k?A4RYL?W kzHNscMHoKdruK6Gr2cwxNPEzaltg 0.1.8 F I 2.6-0 1.3.0 2.5.6 I 1-3-0 Scale = 1:18.2 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1.5x3 II 1.5x3 II 3x4 = 1Sx3 li 1 2 3 4 5 6 30 = 30 = LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.53 BC 0.42 WB 0.25 (Matrix) DEFL. in Vert(LL) -0.08 Vert(TL) -0.11 Hort( L) 0.01 (loc) Wall Ud 9-10 >999 360 9-10 >999 240 7 We rVa PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20a/6F, 11%E LUMBER- BRACING - WOW TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flal) Tampa, FL 33610 end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=56810-7-4,7=568/0-3-15 FORCES. (Ib) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/013-4=-922/0.4-5=-922/0 BOT CHORD 9-10=Q(736,8-9=0/922,7-8=0/736 WEBS 2-10=-859/0, 5.7=-859/0, 5.8=0/410, 4.8=-252/0, 2-9=0/410, 3.9=-252/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Varl/y dosign paromotoro and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE N67473 rov. 16031015 BEFORE USE Design valkl for use only wllh Mlle,10 connectors this doslgn Is based only upon peamelens shown, and Is for an b WMdual Ujilding component, not o suss system. Before use. Iho building ng designer must verily the of)OI alAlry of dosIgn paamotors and property Worlwrafe this design Into Ina overall Hiding design. Bracing IrWlcated Is to prevent bwclding of Indlvldual Inas web and/or chord members only. Addllonal temporary and permanent dating WOW Is always ne i lied fa sloUlty eW to rreveni collapse with possible ponsonal tipsy and properly damage. non general gukluee negading Be ktbrteatlon. storage, delivery, enoctlon and bracing of trusses and Inas systems. see-ANSI/IPI I Quality Criteria, DSB-89 and BCSI BuBdbng Component 6904 Parka East 81vd Safety Information ovallabfe Isom bus Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Puss truss type oty Ply 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 7.0 710650598 T80290 HR01 Diagonal Hip Girder 1 1 1755324019 WB 0.15 BCDL 10.0 Code FBC2014lrP12007 Job Reference (optional) Builders Faslsource. tamp". Plant ay. t-tonae 33566 I.64v s APF 1e zu16 mur erc ,noustnes. inc. woo mor ib vets vi zvt r roge t I D:Zl7yacfl3rgf5yobDEG6BuzOU16-YHE07k?A4RYL?W kzHNscMHoJgrpv6HH2cwxNPEzakg 1-5-0 7.1.5 9-9.5 1.5-0 7.1.5 2-0-0 2x4 II 3x6 = 3x3 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 7.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 BCDL 10.0 Code FBC2014lrP12007 (Matrix -M) DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) -0.15 5-8 >771 240 MT20 244/190 Ven(TL) -0.47 5-8 >247 180 Horz(TL) 0.01 5 n/a We LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=387/0-10-15, 5=547/Mechanical Max Horz2=143(LC 4) Max Uplilt2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1026/29.2-3=-592/225 BOT CHORD 2.5=-311/558 WEBS 3.5=-599/387 Scale = 1:21.0 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied or 5-5-9 oc purlins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load 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 143 Ib uplift at joint 2 and 212 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Verl: 1-2=-54 Trapezoidal Loads (pit) Verl: 2=40(F=27, B=27) -to -9=35(F=25, B=25), 9=-5(F=25, B=25) -to -4=-132(F— 39, B=-39), 6=0(F=10, B=10) -to -5=-49(F=-14, B>14) WARNING- yorW dodgn pararneters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE M67473 rev. 10031015 BEFORE USE Desion vatkd lou use only wUh Mllek® connectors. This design Is bawd only upon paametets shown, and Is lot an individual txdding component. not � nd opetty inCrApolo Intl design Into the overdi o truss system. Before use. Iho Irllding designer must verily tho gJilICahilly of design paanelets apot btldkng design ®acing Indlcaled Is to Prevent buckling of Irndk4d,>d truss web and/or chord members only. Additional lemrxxaFy and pettnanenl txmW g WOW Is dways terrlted lot stab011y and to gevenl collapse wlih rosstAo penornl Injury and property durnoge. For genera, gtldcme regadIng gnu latrk:atlon, storage. do very. election and tracing or trussosand him syslems seeANSI/IPII Qua91y Criteria, OSB -69 and SCSI Building Component 6904 Parke East Blvd. Safely Information ovollable from truss Wife InsI1Me. 218 N. lee Street. Salle 312 Alexanrhlm VA 22314 TorFpa. FL 33610 Job I Puss truss type Oty ply LOADING (psi) SPACING- 2-0-0 CSI. Miding design. Doting irxllcotod Is to prevent buckling of lndNkfual fora web and/on chord members only. Addllon al lemporary and permanent bracing DEFL. In Tt0650590 780290 HR02 Dregonal Hip Ghost 1 t I 1756324020 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Job Reference(optional) aurloors I. Ir4119ource. I ampa. Point t;ay. rgnoe 335bb 7.54V a Apr 1B Zvlb mit etc Inoustlres, Inc. woo mar 15 ve'Zv ve ZVI I rage 1 ID:Zl7yac113rg15yObDEG6BuzOUf6.OUoOL40orlgCdgJAr4NrvVK W EF90rmoBrahxxhzalif -1-5-0 6.11.6 1.5-0 6.11.6 Scale= 1:17.9 30 it 30 = 20 II o -s -s a5.5 Design valid la use only Win Mnek®connectons. Tnls design Is based only upon paramoten shown, and Is tot an Individual brAdI ng component, not 6.11.6 6.6.1 LOADING (psi) SPACING- 2-0-0 CSI. Miding design. Doting irxllcotod Is to prevent buckling of lndNkfual fora web and/on chord members only. Addllon al lemporary and permanent bracing DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Tampa. Fl. 33610 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.15 2-4 >529 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horc( L) 0.00 4 n/a nta BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 4=271/Mechanical, 2=242/0.11.5 Max Horz2=120(LC 4) Max Upli114=-1 12(LC 8), 2=-126(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind, ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever telt and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 4 and 126 lb uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54 Trapezoidal Loads (pit) Vert: 5=0(F=27, B=27) -Io -3=-94(F=-20, B= -20),2=-2(F=9, B=9) -10-4=-35(F=-7, B=.7) A WARNING - Verfly dedgn paromstom and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M67473 rev. 1891 WIS BEFORE USE Design valid la use only Win Mnek®connectons. Tnls design Is based only upon paramoten shown, and Is tot an Individual brAdI ng component, not wt o truss system. Before use. the building designer must verity the aprAlcabely, of design panarnolois and ptropenly 6tco6Jgote this design into Iho overrll Miding design. Doting irxllcotod Is to prevent buckling of lndNkfual fora web and/on chord members only. Addllon al lemporary and permanent bracing WOW Is always required for stability and to prevent edlcvw with possible pensonxf Inj n, and property danage. For general guidance regadng the fabrication. siorago. delivery, etectlon and bracing of trusses and miss systems seeANSI/TPI I Cualiy Criteria, DSB-89 and SCSI Building Component 6904 Parks East Blvd Soley Information available front truss Plate InuBMe. 218 N tee Street, Suite 312. Aleua dit VA 72314. Tampa. Fl. 33610 Job Truss Truss Typety CSI. Ply in (loc) Well Ud TOLL 20.0 Plate Grip DOL 710650591 780290 HR03 Diagonal Hip Girder t 1 75532/021 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) Job Reference (ophonal) ou"Gers fIIBI50Urc&. torrpa, ream uny, t-gnao 33Soo 7.649 a Apr 19 2016 MI7 ek Industries. Inc. wed Mar 15 98 29 9e 2017 Yoga 1 I D:Zl7yacf f3rgf5yObDEG6BuzOUf6.OUoOL40orlgCdgJAr4NrvVKU V FBE rkABrahlodrzalit 1.5-0 6.2.11 9-9.5 1.5 0 6.2.11 3.6-10 Scale= 1:23.1 20 11 3x6 = axo - LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.17 5-8 >697 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >229 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 We Wa BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/slze) 2=393/0.5.5, 5=554/Mechanical Max Horz 2=217(LC 4) Max Uplilt2=-111(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-490/145 BOT CHORD 2.5=-293/444 WEBS 3-5=-480/351 PLATES GRIP MT20 244/190 Weight: 43 Ib FT = 20% Structural wood sheathing directly applied or 5.4-11 oc purtlns, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 253 Ib uplift at joint 5. 6) 'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-54 Trapezoidal Loads (pit) Vert. 2=0(F=27, B=27) -Io -4=-132(F=-39, B=-39), 6=0(F=10, B=10) -IO -5=-49(F=-14, B=-14) Q WARNING- Verity design Panlmat&ra and READ NOTES ON TNIS AND INCLUDED WrEK REFERANCE PAGE A07473 rev. IOWW IS BEFORE USE ' Deslgrl vdid la use only with Mllek®conneclors. this clesign Is based only upon parameters shaven, and h lot an individual bxAdlna comporlenl. not a htas system. Below use. the tulkling designer must verify the o14AIcal�lly, of dosign paanotots andpolietly incorlunalo this design Into the ovoid) building design. Bating Indicated Is to ptevenl buckling of Individual truss web and/or chord members only. Additional temporary and permanent IuacW g MiTek' Is always iecf liod lot stdA1ty and to ruevenl cotkrAe with posafrAe petsortut Injury axl properly dandgo. For general gukktrtce regatdrg the k"Icollm slotogo. delivery. woctlon and lxoclnD of Intsses and Inns systems, seeANSIMI l Quality Criteria, DS849 and SCSI Building Component 6904 Pork& East Blvd Safety Information avdlabre nom truss Rate Institute. 218 N. too Street, Site 312. Alexandria. VA 22314. Tamps. FL 33610 Job T ruse Truss ypety CSI. Ply in (Ioc) I/dell Ud TCLL 20.0 Plate Grip DOL 710650592 780290 HR06 Diagonal Hp Girder 1 1 1755324022 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) Job Reference (optional) auooers Pusibource. I ampa. viarn .;Ry. Yroeon 33566 f 64V s API le ZV76 Mi I ex IDoirslllea. Inc. WOO Mar 15 Ve:eV VV ZVI / rage 1 I D:Zl7yac ft3rgf5yObDE G6BuzOUf6-VgMmY000c3o3FquM Pou4SittEeUTaBOK3DOUT7zalts 1-5-0 6.2-11 9.9.5 1.5.0 6.2.11 3.6.10 2x4 11 3%b = 3x6 = LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 5-8 >697 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5.8 >229 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 We We BCDL 10.0 Code FBC2014lrP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=380/0-10-15, 5=553/Mechanical Max Horz2=217(LC 4) Max Upllll2=-109(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All lorces 250 (lb) or less except when shown. TOP CHORD 2-9=-105510,2-3=-49D/145 BOT CHORD 2.5=-293/444 WEBS 3-5=-479/351 Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 43 Ib FT = 204b Structural wood sheathing directly applied or 5.4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplllt at joint 2 and 253 Ib uplift at joint 5. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design o1 this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead a Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (pit) Ven: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27) -to -9=35(F=25, B=25), 9=-5(F=25, B=25) -lo -4=-132(F=-39, B= -39).6=0(F=10, B=10) -to -5=-49(F=-14, B=-14) A WARNING - 1101W dedon parerrrefen and READ NOTES ON THIS AND INCLUDED UrTEK REFERANCE PAGE AB -7473 nv. 1003WIS BEFORE USE Design valid for use only with Mllek0 connectors. This design Is bawd only upon paamelers shown. and Is for an hdIA uap btddhg component. not , a frI= system. Bolure use. Iho building designer must verify the al3fta billty of design paranefers and properly blcogxxolo this design Into the overall bxllding design. Bracing Indic algid Is to rxevenl lxrekling of Inalpvlducl inns web and/or chord members only. Additional lernwary and permanent bracing WOW Is always iec."ied la stability and to prevent collgbse wllh possible personal Injury and properly dasm aW. For general guidance regarding the fabrlcallon. slorago. delivery. erection and bracing of lnnses cnd truss systems. seeANSI/TPbl Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Bbd safety Information avatiabbe from truss Plate frlstitule. 218 N. Lee Soeot, Sulle 312, Alexandria. VA 22314. Tampa. FL 33610 Job T russ Truss Type oty, P Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 Is always required fa stability and to prevent collarne w8h possible personal k*ffy ant property damage. For general guidance regarding le 710650593 780290 J01 JACK -OPEN TRUSS 1 I 1 1755324023 (Matrix) LUMBER - TOP CHORD 20 SP No.2 Job Reference(optional) flowers raslsource, r anpa, ram cny, rronroo -s-,saoo r.o+v • npr iv zvio mn es rnausnree, me woo mar io va-ev vu Zvi r rage r ID:ZDyacH3rgfSyObDEG6BuzOU16-VgMmY000c3o3FquMPou4SrtnLeg2aD2K3DOUT7zalte 1 0 0 1.5.15 1.0.0 1-5.15 20 = LOADING (psf) SPACING- 2-0-0 Doslgn valld lot use only vAth Mllek®connoctors. This design Is based only upon paramelorsshown, ant h for an frndividu l banding component, nal CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 Is always required fa stability and to prevent collarne w8h possible personal k*ffy ant property damage. For general guidance regarding le BC 0.02 BCLL 0.0 ' Rep Stress Incr YES Safety Information avdlabfe from Trus gale Institute. 218 N. Lee Street. Srlte 312. Alexandria, VA 72314. WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=17/Mechanical, 2=132/0.8.0, 4=14/Mechanical Max Horz 2=41 (LC 8) Max Uplilt3— 17(LC 12), 2=-89(LC 8) Max Grav3=17(LC 1), 2=132(LC 1), 4=28(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Ven(TL) -0.00 2 >999 180 HOR(TL) -0.00 3 n/a n/a Scale = 1:7.0 Weight: 6 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.5.15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl , GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(l) zone; cantilever tell and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip D01-0.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will Iii between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at Joint 3 and 89 Ib uplift at Joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNWG - Verity doefgn pammrfers end READ NOTES ON TM ANDWCLUDED AUTEK REFERANCE PAGE 11167/73 rvv. 141100=015 BEFORE USE Doslgn valld lot use only vAth Mllek®connoctors. This design Is based only upon paramelorsshown, ant h for an frndividu l banding component, nal �� o truss system. Beforo use. tho I1rllWlg designer must verily the tp)plk;dAlly of design paamoters and properly hcogotalo this design Into the overall txAding design. Bracing Indicated Is to provent budding of IncilMdual (russ web and/or chord members only. A"llorwl tompaaty and permanent brartng M!Tek' Is always required fa stability and to prevent collarne w8h possible personal k*ffy ant property damage. For general guidance regarding le klrtcatlon, slorago, delivery. ereclbn and bracing of inrses and Inrss systems, seeANSI/1PI I Quality Criteria, DSB-89 and BC51 BuOdtng Component 6904 Parke East Blvd. Safety Information avdlabfe from Trus gale Institute. 218 N. Lee Street. Srlte 312. Alexandria, VA 72314. Tangs. FL 33610 Job ruse Iruss Iype oty ply in (hoc) Well Ud TCLL 20.0 Plate Grip DOL T10650594 T80290 J02 Jack -Open Truss 1 1 755324024 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) Job Reference(optional) 811110e1's rrrasource, r ampa. rronr Lorry, rtonoo 335bb r b+v s API Iv zVtb mi r eK rncusuros. rnc. wea mor a va zv:VV zvi r roger I D: Zl7yac1(3rgfSyObD EG6BuzOU16-VgMmYODOc3o3FquMPou4Srtngef Ga D2K3DOUT7zalte -1-0-0 2.10.15 t-0-0 2.10.15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/slze) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz 2=61 (LC 8) Max Upllit3=-42(LC 12), 2=-108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (lb) - Max Comp./Max. Ten - All lorces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight. 11 Ib FT = 2099 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind- ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Intertor(1) zone; cantilever lett and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will III between the bottom chord and any other members. 4) Refer to girder(s) for truss to miss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 42 Ib uplift at joint 3 and 108 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q wARNWG - v d#y detryn Parameters end READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N67Q3 rev. its'RiMS BEFORE USE DeslQt valki for use only with Mnok®connectols. 1hh deslgn Is Lased only upon Rotametersshovm and h la an IrxlMdtal buldh10 component. rot �- a Buss system. Before use. tho building designot must verily Ila agslicatAly of design rxDanelers and gopetly hlcotlwrate this design Into the ovo., building design. !racing IrlNcated Is to prevent bucklbtg of kldNklual truss web and/or chord members only. Addlllorxi temporary c,td pennononl bracing WOW k always recydtod for skgAlty aril to prevent collapse with posdAo porsonul htb+v a1d property danage For general gtidaoe ieWd1r g Ihw labrlcallon, storage, delivery. erection and bracing of Inoses aril Inns syslems. seeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. Safety Information available born truss Rale hlstlluto. 218 N. Leo Street. Stile 312 AloKandrk x VA 22314, Tampa. FL 33610 Job T rues Truss Type 0ty ply In (loc) Well Ud TCLL 20.0 Plate Grip DOL 710650595 780290 J03 Jack -Open Truax 1 1 I 1755324025 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) Job Reference (optional) nunoers rnsrxurce. ramp,. mare ary, morroo Jjmt. /.Me a Apr IV ZUIa Murex 1110113111011. Inc. WOO NMI 10 Ve.ZV:le Zel r rage I ID:Zl7yacH3rgf5yObDEG6BuzOU16-zsw8mm12MMwwszTYyVOJ wOvt2zUgIUIIA2OZzaltd -1-0-0 4-10.15 1-0-0 4.10.15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=111/Mechantcai, 2=250/0-8-0, 4=45m4echantcal Max Harz 2=91 (LC; 8) Max Upliit3=-88(LC 12), 2=-118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale= 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 Ib FT = 20°0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(l) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 3 and 118 Ib uplift at joint 2. 6) 'Semi-rigid pilchbreaks with fixed heels` Member end fixity model was used in the analysis and design o1 this truss 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vmlly dedln Parameter, and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 011167473 rov. 109300IS BEFORE USE Design valid for use only wllh Mitek® Connectors Tile design Is lased orgy upon paarrelers shown. and h for an Individual buldtnp componenl. not �� a truss system. Below use. the building desiprer must verify Iho oplAcabllly of deslpn paanotens and property hcalxuale hilt design Into the overall building deslpn. Dochp Indicated Is to Iuevonl buckling of individual tnra web aa1/a claxd members only. Additional ternrxx ry and permdxenl bra rKI WOW 6 alwoys redµirod la stob0lty dmd to prevent cobl(wAe wllh posse, personal Inn ry and property dcxnage. For general gdidkme regadklg the fal)Flcatton. slacMe. delivery. erocllon and booting of tnrsses and inrss systems seeANSI/IPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Easl Blvd. Safely Information available nom muss Plate Wiltile, 218 N. tee Street, Suite 312, Alexcxdda. VA 22314. Tampa. FL 33610 Job ruse Truss TypeyT80290 ply a buss system. Before use. the IAAlalng designer must verity the al.rApcalAly of deslgth IxAanerers and p iolAnly 6hcot)orate this design Into the overall CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Is always regWrd lot stab911y tvhd 10 rAevenf cdlapw with poslUe personal Injury and pwpr-My damage. For general gukknee negaidbhg the T1065DS96 Vert(LL) -0.08 J04 Jeck-Open Truss 110 1 1 1755324026 2-4 >340 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 Job Reference (optional) Builders Fusisource, Tampa. Plonl city. Florida 33566 7.640 a Apr 19 2016 Welt Industries. Inc. Wed Nbr 15 09 29 10 2017 Pays 1 I D:Zl7yacti3rgf5yObD EG68uzOU 16-zsw8mm 12MMwwszTYyVOJ_wOgo2v8Jgl U ItA20Zzaltd 1-0-0 7.0.0 t0-0 7-0-0 30 = Scale: 3/4'=1' NOTES- (7) 1) Wind: ASCE 7.10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat 11; Exp B; Encl., GCpl=0.18, MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever tell and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live toad 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 112 Ib uplift at joint 3 and 135 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARNWO - vwfty dedgn parrnoton and READ N07E8 ON THIS AND WCLUDED NITEK REFERANCE PAGE NO -7473 rov, IM3020/S BEFORE USE 7-0-0 LOADING (psf) SPACING- 2-0-0 a buss system. Before use. the IAAlalng designer must verity the al.rApcalAly of deslgth IxAanerers and p iolAnly 6hcot)orate this design Into the overall CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Is always regWrd lot stab911y tvhd 10 rAevenf cdlapw with poslUe personal Injury and pwpr-My damage. For general gukknee negaidbhg the TC 0.60 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Torrpa, FL 33610 BC 0.48 Verl(TL) -0.23 2-4 >340 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=160/Mechanical, 2=324/0.8-0, 4=77/Mechanical Max Harz 2=121(LC 8) Max Upllft3=-112(LC 12), 2=-135(LC 8) Max Grav3=160(LC 1), 2=324 (LC 1), 4=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat 11; Exp B; Encl., GCpl=0.18, MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever tell and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live toad 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 112 Ib uplift at joint 3 and 135 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARNWO - vwfty dedgn parrnoton and READ N07E8 ON THIS AND WCLUDED NITEK REFERANCE PAGE NO -7473 rov, IM3020/S BEFORE USE Design vdld for IRO only with MileM connectois. this design Is based only upon paiamoters shown. and Is for an hdlvkJtKA brulding component, nor a buss system. Before use. the IAAlalng designer must verity the al.rApcalAly of deslgth IxAanerers and p iolAnly 6hcot)orate this design Into the overall building design. Bracing Indicated Is, to prevent txrcktng of IntlNklutl truss web and/oi chord members only. Addllkmal lemporary and permanent bracing WOW Is always regWrd lot stab911y tvhd 10 rAevenf cdlapw with poslUe personal Injury and pwpr-My damage. For general gukknee negaidbhg the labricallon. storage. detivery. erection and bracing of busses and truss systems seeANSI/FPI I Quality Criteria, DSB-89 and SCSI Bulldtng Component 6904 Polka East Blvd. Sauey Information avalic"e from Inas Rate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Torrpa, FL 33610 Job russ Truss Type ty in (loc) I/dell Led PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710550597 7BO290 JOS Jack -Open Truss 1 1 755324027 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 Job Reference(optional) Budaels custsource. 1arrepo, viam city, donde 33666 1540 a Apr IV 2015 Mer OK rnousuros, Inc woo Mar 15 ve-ze 11 zv1 I Vega 1 ID:Zl7yacti3rg15yObDEG6Bu zOU16-R3UWz62h7g2nU72kWDxYX7y7SSL127XdXXvbYOzaltc •1-0-0 0.10.15 1-0-0 0.10.15 20 = Scale = 1:6.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Led PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 4 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matnx-M) Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Qb/Size) 3=3/Mechanfcal, 4=116/0-6.15 Max Horz 3=39(LC 12) Max Upl1114=-67(LC 12) Max Grav3=18(LC 16),4=1 16(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10-15 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will 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 67 Ib uplift at joint 4. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Vorly design panmsters and READ NOTES ON THIS AND INCLUDED NIrEK REFERANCE PAGE UP -7,673 rov. 1OW W lS BEFORE USE. Design valld for tree only vAth Mllek®conneclors. 8nts design Is rx sed only upm paromelersarnown. and Is lot arehldlvldual building component. not a etas system. Before too, tho btllcllnp deslgwr must verily the alriikcd)ilty of design patanoters and properly Incotporale this design Into the over1 building design. (tracing Indicated Is to Ixeveni bucking, of IndNklual lnla web and/or chord members orgy. Additional temporary and Ix.-jmanenl btaci ng MiTek' S always requited lot slatAlly and to preverel cotk;yse with pow"o pe nsonti easy and pnopany danage. For gerncrd guidance reWdli g the ery, enaction and of taeir id>•Ic 31Krmitaal)o. dolNril bm s and trss systems. seeANSU1M l Quality C4terlo, D56.89 and SCSI Bu9ding Component 6904 Parke East Blvd Safety Inn cr lon ovalic"e Dom Inas Plate trnsllMe. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314 Tempe. FL 33610 Job russ Truss Type oty LOADING (psi) SPACING- 2-0-0 a buss system. Befoo use, the building doslgnol must verlN tho atxellcalAlty of design r"amelers and Ixoperly Incorlxxote this doslgn Into the overall CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710650598 780200 Joe Jack -Open Truax 1 t 755324028 BC 0.07 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) ou0cers 1-0s1source, r orrpo. rram arty. 1-101100 vcuee r wv a Apr 1e zine M1 r ex mousvrea. rn0. weo Mar 1 e ve.zvl l zv1 r rape 1 I D:Zl7yacff3rgf 5y0bDE G6BuzOUf6• R3U W z62h7g2nU72k W DxYX7y77SLk27XdXXvbYOzaltc 1-0-0 2.10.15 1.0.0 2.10.15 Scale, 1'=1' 2x4 = FORCES. (Ib) - Max. Comp./Max. Ten.. All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psl, BCDL=6 Opsf; h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever lett and right exposed ,C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 62 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vedy deefgn peram*ters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE CAGE 01167473 rov. 100301115 BEFORE USE 0.4-0 2.6-15 LOADING (psi) SPACING- 2-0-0 a buss system. Befoo use, the building doslgnol must verlN tho atxellcalAlty of design r"amelers and Ixoperly Incorlxxote this doslgn Into the overall CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=49/Mechanical, 2=184/0.8.0, 4=25/Mechanlcal Max Horz2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten.. All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psl, BCDL=6 Opsf; h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever lett and right exposed ,C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 62 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vedy deefgn peram*ters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE CAGE 01167473 rov. 100301115 BEFORE USE • Design valid fol use only with Mllek* connoclors. tints design Is baud only upon paramelers shown. and Is for an kxlMdlxl building component. not a buss system. Befoo use, the building doslgnol must verlN tho atxellcalAlty of design r"amelers and Ixoperly Incorlxxote this doslgn Into the overall bAdhg design. Bracing Indicated Is to prevent Ixrcldlng of IrK*Mud Mm web and/or chord memo en only. Additional temporary and p etmonent Iracing M!Tek' is always recl lied for stability and to prevent collapse wllh pd>m"o persorrcl h}ay and property damage. For general guidance reWd hU the (Wricotton. storngo. detivoy. election and bracing of hus5esand Inca systems. weANSIMI Quality CrlNrlo, DSB-89 and SCSI Building Component 6904 Pork* East Blvd Safety Informafron avdAabio from bias Rote Ins11Me. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Fuss Truss ypery Ply SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 710650599 T80290 J07 Jack -Open Truss 1 1 755324029 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Job Reference(optional) Builders ForstSource. Tornpe, Plum Cay. Flotido 33566 7 640 s Apr 19 2016 MTek Industries. Inc Wed Met 15 08 29:11 2017 Paye 1 I D:Zl7yact13rgi5y0bDEG6BuzOU16-R3U W z62h7g2nU72k W DxYX7y4MSIm27XdXXvbYOzaltc •t-0-0 5-0-0 1.00 5.0-0 Scale= 1:17.3 2x4 = ' 0.4-0' 4.8.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 fabrication. storage. delivery. erection and bracing of Irtmes and lnrs systems, seeANSIMI I Quality Cdlerl0. DSB-89 and BCSI Building Component TC 0.29 Verl(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=128(LC 12) Max Up11113=-106(LC 12), 2=-70(LC 12) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever tell and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1,60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Inks to bearing plate capable of Withstanding 106 Ib uplift at joint 3 and 70 Ib uplilt at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWARNWG - Veil deal n h y peromHen and READ N07ES ON THIS ANOWCLUDED NrrElr REFERANCE PAGE fN67173 rev. I11007/1015 BEFORE USE Design valkl la use only vAth Mllek®conneclors. this design is based only upon paameters shown, and h loo an Individual building component. not a buss system. Before use. tho buildbng designer must verity the apolcabllly of dinig1n Vaomelers and laoopeily Incoolwrate this design Into the oveill building design ®acing Indicated Is to prevent t=ktbng of individual Inks web and/oo chord membors only. Additional temporary and permanent bracing WOW Is always repu food la stability and to rxevenl cdolapse wllh possMe porsorol it*" and rxoperty danage. For general guict nce regardlnp the fabrication. storage. delivery. erection and bracing of Irtmes and lnrs systems, seeANSIMI I Quality Cdlerl0. DSB-89 and BCSI Building Component 6904 Pork* East Blvd Safety Information ovallable from truss Plate Institute. 218 N. Lee Street. Suite 312 Alexarldoko, VA 22314. Tampa. FL 33610 Job ruseruss lype ry Ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 Tt0650600 780290 JOB Jack -Open Truss t 1 I 1755324030 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hofz(TL) -0.00 3 n/a n/a Job Reference o bona) Bwaders FaetSowce. laripo. Ptent Oily. FtOnde 33566 r.Wly S Apr lw ZVI* Nalex inouslees. I=. Plea may 15 va ew le evi I Iaye 1 I D:Zl7yacil3rgf5yObDEG6BuzOUf6-vF2vBR3Ju_Ae6Hdx4wSn3LVHXsiynann1B184Szaltb -t-0-0 0.10.75 1-0-0 + 0-10.15 2x4 = Scale= 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Veffrl-) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hofz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-10/Mechanical, 2=121/0.4.0, 4=9/Mechanical Max Horz 2=39(LC 12) Max Uptifl3=-10(LC 1), 2=-57(LC 12) Max Grav3=12(LC 8),2=121 (LC 1), 4=17(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All lorces 250 (lb) or less except when shown. NOTES- (7) 1) Wind. ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 3 and 57 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily deagn perwwroni and READ N07E5 ON THIS AND INCLUDED NITEK REFERANCE PAGE NO -7473 rev. 101113lO1S BEFORE USE Design vaild for use only with Mllek® connectors. Ihls design Is based only upon paamoters shown. and Is for an Individual IxAding component, root �- a puss syslem. Below use. Ifo building deslgneu must verity the oltlAlcablity, of design paaneb'rs and property Incogelole this design into the ove., Itlodng design. wacing Incilcated is to prevent t=k9ng of lrxtNkfual truss web and/or chortl members only. Additional lemporary and pwmaont hracklg Welk' Is always recoed for stability and to prevent collapse with possible persotnnl IrIIW and property danago. Fa general gukkme regading the la brInallm storage, delivery. erection and bxactng of Kisses and truss systema seeANSI/IPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Park* East Blvd. Safety IMormollon available born bud's Plato institute. 218 N. lee Sheol, Suite 312. Aloxaldda, VA 22314. Taupe, FL 33610 Job I fuss Truss Type Oty Ply Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 Is always required lar atablilty and to prevent collapse with possible personal hjury and property damage. for general guidance rogadng the 71065060/ 780290 J09 Jack -Open Truss 1 1 1755324031 (Matrix) LUMBER - TOP CHORD 20 SP No.2 Job Reference (optional) Budden Fast5ource, Tampa. Pian Cay. Florrde 33566 7.640 a Apr 19 2016 NaTek Industries. Inc. Wed Mar 15 08,29:12 2017 Paye I ID •Zl7yacf13rgl5yObDE G6Buu0Ut6-vF2vB R3Ja_Ae6Hdx4wSn3LVHJshpnennlBl84Szallb 1-0-0 2.10-15 1 0 0 2.10.15 Scale: V -V 2x4 = LOADING (psi) SPACING- 2-0-0 DesIM valid for use only with Mnek® Conneclors. Ills design Is rased only upon marrieters shown, acid Is for an Individual bulding component, not CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 Is always required lar atablilty and to prevent collapse with possible personal hjury and property damage. for general guidance rogadng the BC 0.08 BCLL 0.0 ' Rep Stress Incr YES Safety Information ova9trtble from buss Plate InsilMe, 218 N. loo Street. Sulle 312. Alexandrk>L VA 22314. WB 0.00 BCDL 10.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=17610-4-0,4=27/Mechanical Max Horz2=82(LC 12) Max Upli113=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(fL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a We Weight. 11 Ib FT = 2o% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ,C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 3 and 58 Ib uplift at joint 2. 6) "Semi-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNwo - VSA d n y sslp perrlmetsrs end READ NOTES ON 7NI5 AND NIlEK REFERANCE PAGE MrY7g7 rev. far93?016 BEFORE USE DesIM valid for use only with Mnek® Conneclors. Ills design Is rased only upon marrieters shown, acid Is for an Individual bulding component, not a mass system. Before use, the lauildng designer must verily the cq)pIlco blly of design p>momefors and pioDedy hcorrorale, this design Into We overall bulCing design. Bating indicoted Is to prevonl buckling of IndlvkW truss web and/or chord members only. Additional temporary Cid permanent bracing Welk' Is always required lar atablilty and to prevent collapse with possible personal hjury and property damage. for general guidance rogadng the latbrlcalm storage, delivery, erection ad bating of musses and truss systems, wANSI/1PI I Quality CAterla, DSB49 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information ova9trtble from buss Plate InsilMe, 218 N. loo Street. Sulle 312. Alexandrk>L VA 22314. Tempo. FL 33610 Job T rtlss Truss Type oty ply Plate Grip DOL 1.25 WOW TC 0.31 TCDL 7.0 Lumber DOL 1.25 fabrlcallom storage, delivery, erection and bracfrng of trues and Inas systems seeANSIMI I Quality Criteria. DSB-89 and SCSI Building Component 710650602 780260 J10 Jack -Open Truss 1 1 755324032 (Matrix) LUMBER - TOP CHORD 20 SP No.2 Job Reference (optional) BYxders Fusl$ource. Tonvo. Plant Goy, Plana 33566 r Wru a Apr le Zule mreax rnaustrles. me Woo mar 1J va Ze 1J Zai r raga 1 ID:Zl7yacH3rg15yObDEG6BuzOU16•NReHOn4x1HIV1RC7edzOcY2PTF 3W I lw rOicuzalta •1-0-0 4.10-15 ' 1.0.0 4-10-15 - -- 20 = LOADING (pst) SPACING- 2-0-0 Design valid toe use only vAlh MilekO eonnoctors Rnh design Is lased only upon parameters shown, and Is for an indNkAxd building component, rot CSI. TCLL 20.0 Plate Grip DOL 1.25 WOW TC 0.31 TCDL 7.0 Lumber DOL 1.25 fabrlcallom storage, delivery, erection and bracfrng of trues and Inas systems seeANSIMI I Quality Criteria. DSB-89 and SCSI Building Component BC 0.27 BCLL 0.0 ' Rep Stress Incr YES W B 000 BCDL 10.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib(size) 3=119/Mechantcal, 2=244/0.4-0, 4=47/Mechantcal Max Horz2=126(LC 12) Max Uplift3=-107(LC 12), 2=-67(LC 12) Max Grav3=119(LC 1), 2=244(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. Scale = 1:17.1 1 N DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >780 180 Horz(Q -0.00 3 We We Weight: 17 Ib FT = 200% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind. ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511, Cat. II; Exp B; Encl., GCpl=0.18, MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at Joint 3 and 67 Ib uplift at Joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING . YeAly dedgn paremsten and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M67473 rov. 1G,11MIS BEFORE USE . Design valid toe use only vAlh MilekO eonnoctors Rnh design Is lased only upon parameters shown, and Is for an indNkAxd building component, rot o buss system. Before use, the building designer must verify the applicability of design parameters and property Incertoeato Ihk design Into the overall building design Bracing Indicated Is to prevent IxrcklIng of Individual truss web arta/er chord members orgy. Additional temporary end permanent Mating WOW Is always reed for stability and to prevent collapse with possible personal hMy and property damage. For general guidance regrading Me fabrlcallom storage, delivery, erection and bracfrng of trues and Inas systems seeANSIMI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plato I nsllMe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Job russ TrUSS ypety DEFL. in ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 2.4 >777 240 710650603 TB0290 J11 Jock -Open Truss 1 1 755324033 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a We Job Reference(optional) Budden FirstSource. Tempo. Plant City. Florida 33566 7 640 s Apr 192016 Mnek Industries. Inc. wed Mor 15 08:29.13 2017 rage 1 ID:Z17yacH3rgf5yObDEG6B1zOUf6-NReHOn4xlHIVIRC7edzOeY2KOFxIWIlw rOicuzalta 1-0-0 7-" 1-0-0 7-0.0 30 = 7.0.0 Scale = 1:22.2 LOADING (psi) SPACING- 2-0.0 ' CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 2.4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 6904 Parke East Blvd. BC 0.51 Vert(TL) -0.26 2-4 >308 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3= 164/Mechanical, 2=319/0-4-0, 4=81/Mechanical Max Horz 2= 1 72(LC 12) Max Up11113=-133(LC 12), 2=-78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vutt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 3 and 78 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO - Verily design pnanretas and READ NOTES ON THIS AND WCLUDED MIIEK REFERANCE PAGE AO 7473 rev. TOMM15 BEFORE USE ' Design valid for use only with Mnek® connoctois. This design is based only upon klorameters shown. and Is for an IndlNdtxil building component nol o truss system. Before use. the building designer must verity the coppllcalAfty of design Iwramoleis and p tope -Ay Incorporator fln6 design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inns web and/or chord members only. AddlOorasl lemporary and permanent Mating Welk' Is always ieciuked for stability and to prevent collapse wilh possible personal Injury and properly damage. For Wneial guldrnce regading the IabrlcalbR storage. delivery, eiecilo n and Macs ng of inrses and Inns systems soeANSI/rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Inlormi7Son OVdlaMo from Truss Plate tru0labe, 216 N. Leo Street, Srlbe 312- Alexandria, VA 22314 Terrpo. FL 33610 Job I puss Truss Type oty Ply in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL rlo6soeo4 780290 J12 Jack -Open Truss 1 1 I 1755324034 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) Job Reference (optional) nueoers raslsource. r or po. riam ary, rronoo crsaoo 7-0-0 r."v s qpi io Nie mn eic movsnros, inc. woo mar 1 * vo;Z - Zvi Io e i ID:Zl7yacff3rgf5y0bDEG6BuzOU16-reAfb74ZObOMLbr.JBLUF9maTAIEzFUc3DV8 9KzaIIZ Scale = 1:22.4 3x6 = 2x4 II 7-0-0 LOADING (psf)SPACING- 2.0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 1-3 >487 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.33 1-3 >237 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 33 lb FT = 20% LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=1053/0.8.0, 3=933/Mechanical Max Horz 1=149(LC 8) Max Uplift 1 =-300(LC 8), 3=-339(LC 8) Max Gravl=1169(LC 15), 3=1026(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=25ft; Cat. II; Exp B, Encl , GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will Ili 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 300 Ib uplift at Joint 1 and 339 Ib uplift at joint 3. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2=-54, 1-4=-271(F=-251), 3-4=-20 Q wARNMG - Yed dasl n ry y peemersn and READ NOTES ON THIS AND WCLUDED M/rEK REFERANCE CAGE MII.7473 rev. faMI1075 BEFORE USE Design vdkd loo use only with Mllek® connectors. ltls design Is based only upon parameters mown, and b la an Individual "ding component, nor a nus system. Beloto use. Iho Ixtilding designer must verify the cylltllealtllty or design parameters and pxopeily Incogwoolo this doslgn Into the oveodl Wding design. Bracing Irxdlcoted Is to prevent bualdlrlg of Irldlvkkxl lois web and/or chord members only. Addllonal temporary and permanent txocing WOW Is always required for sk*Ally and to prevent collapse wllh posble personal trth+y and rxomrly damage. ra gerwtal guidance oegmdrlg the ktWallorn stoiago. delivery. eiecllon and txocing of tomos and Inas syslems. seeANS1/rPll Quality Criteria. DSB-89 and SCSI Building Component 6904 Parka East Blvd Safety Information ovalloNo nom In= Plato slstltute. 218 N. Lee Street, Sullo 312. Alexaldilm VA 22314. Tarnpo. FL 33610 Job rush Truss ypery 7-0.0 Ply 4.1-7 2.10.9 Plate Offsets (XY)-- 15:0.4.4,0.1-81 WOW Is always reputed foo slaUlty and to prevent collapse wllh posdAe personal k#zy and properly damage. for general gtiWnce regarding the 710650605 T80290 J13 Jack -Open Truss 1 1 755324035 TC 0.19 Ven(LL) -0.02 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Job Reference(optional) Buadere FIre150UM6. Tampa. Plant city. FlauOa 33565 7 640 6 Apt 19 2016 MIT ek Industries. Inc. Wed Mar 15 0629:14 2017 Pa"' I D:Zl7yac83rgl5yObDE G68uzOUf6-reAfb74ZObOMLbnJBL U F9macDIBX FN03D VeF9KzaltZ 4.1.7 7-0-0 4.1.7 2-10.9 Scale = 1:22.4 3x4 = 3x6 Ir 34 1 4.1.7 Design valkd lot tw only with Mllekt9 conneclm. lids design Is based only upon parameters shown, and Is tot an Individual building comt»nenl. not 7-0.0 �- 4.1-7 2.10.9 Plate Offsets (XY)-- 15:0.4.4,0.1-81 WOW Is always reputed foo slaUlty and to prevent collapse wllh posdAe personal k#zy and properly damage. for general gtiWnce regarding the LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ven(LL) -0.02 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.8 OC puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=825/0-4-0,4=1306/Mechanical Max Horz 1=149(LC 8) Max Uplilit_ 227(LC 8), 4=-458(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-1415/374 BOT CHORD 1-6=-431/1217, 6-7=-431/1217, 5-7=-431/1217, 5.8=-431/1217, 4-8=-431/1217 WEBS 2-5=-363/1321,2-4=-1511/535 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 1 and 458 Ib uplift at joint 4. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 36 Ib up at 1-0-0, and 191 ib down and 61 Ib up at 3.0.0, and 1334 Ib down and 429 Ib up at 5.0.0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any paAicular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3-54,1-4=-20 Concentrated Loads (lb) Vert: 6=-111(F) 7= -191(F)8 ---1334(F) A WARNING - Verily dadgn pem"Ifem and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11167R3 rev. 10032016 BEFORE USE Design valkd lot tw only with Mllekt9 conneclm. lids design Is based only upon parameters shown, and Is tot an Individual building comt»nenl. not �- a truss system. Bef000 use. Iho txDdong designer must verily the aplAlca11Blly of doslgn ixvanofets and i>topody Incotpotafe this deslgn Into Iho ovedl IxNding design. ®acing Indicated Is to mvenl buckling of IrndNldual bus web art/oo chord members only. Addllorol temiwrary and Mimarwnl Noctng WOW Is always reputed foo slaUlty and to prevent collapse wllh posdAe personal k#zy and properly damage. for general gtiWnce regarding the kixlcatbrL sloiage, dollvory. election anti tracing of tnrsesand Ines systems seeANSUMt Cuallly Cdlwla, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Information ova9abte from Inns Rote Institute. 218 N. lee Street. Stlte 312, Alexandrilm VA 22314. Tampa. FL 33610 job ruse truss typety CSI.DEFL. ply in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 710650606 780260 J14 Jack -Open Truss 110 t 1 755324036 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert( L) Job Reference(optional) BWldsra Fast$oulce. Tampa. PWM City. Fbndo 33566 7.640 a APF 19 2016 M1l ex InGutnlea. IrIC W6G M81 1 S 06:217 I4 Z017 V0901 I D: Zl7yacf f3rgf SyObDEG6BuzOU16-reAfb74ZObOMLbr%JBL U F9madJIM9F U H3DVSF9KzalIZ 2.10.15 2.10.15 20 = LOADING (psf) SPACING- 2-0-0 CSI.DEFL. ' in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 1-3 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert( L) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 2 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=103/Mechanical, 2=75/Mechanical, 3=28/Mechanical Max Horz 1=65(LC 12) Max Uphill=-16(LC 12), 2=-67(LC 12) Max Grav1=103(LC 1), 2=75(LC 1), 3=56(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale: 1'_V PLATES GRIP MT20 244/190 Weight: 9 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=018; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 1 and 67 Ib uplift at joint 2. 6) 'Semi-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this buss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verify dosign pamnetort and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 rev. 100MOIS BEFORE USE Doslgn vatkl fa use only with Mllek® connectors. This design Is hosed only upon paalnelols shown. and Is for on alalvkknal btAding component, not ' o buss syslom. Before use. the bllding deslgnel must vedly the cgrllhodlolty, of dosign Imomoters and p iopxnly Incoryorolo 0* design Into the ovelall btfiding daAm. Bo ckV Indtcolod Is to rxevenl budding of In lIvlduel Inns web and/a chord members only. Addlllorwl temporary arxf permanent blracklg WOW Its alwoys rw4uke0 lot stability orxf to prevent eollcvw vAlh possfole personal h}sy and rAoperly danage For gamed guklalee Fogadhg the kMoloollm storage, delivery. erectbn and brachg of inasesand Into systems. seeANSVIPII Quality Cdtedo, DSB-89 and BCSI Building Component 6904 Perko East Blvd. Solely Information avaAable horn buss Rate I1U9Me. 218 N Lee Sheet, Salle 312, Alexa sift VA 22314. Tampa. FL 33610 Job russ Truss Type ry Ply (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 WOW TC 0.37 710650607 780290 J15 Jack -Open Truss 1 1 1755324031 Vert(TL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) auaoers rasrxurce, lamps. rram cay. ►rrmoa 3ubbe r.bau a Apr ry zine Mn ea rnousnros, rnc. uvea mor t a uazvaa w1 r rage r ID:Zl7yacft3rgl5yObDEG6Buz0U16-Jcj 1 pTSBBvYDzIMW 127Uhz7k I31K_xXDS9tohnzaltY 4.10.15 4-10.15 20 = 4.10.15 Scale= 1:17.1 LOADING (pst) SPACING- 2-0-0 Design valid for use only with Mllek® connectors. This design Is based only upon paramelers shown, and Is for an Individual btAdblg component not CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 WOW TC 0.37 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horc(TL) -0.00 2 We We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. Qb(size) 1=177/Mechanical, 2=129/Mechanical, 3=48/Mechafdcal Max Horz 1=109(LC 12) Max UpliII1=-29(LC 12), 2=-114(LC 12) Max Grav1=177(LC 1), 2=129(LC 1), 3=96(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf, h=2511, Cal. 11; Exp B, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will 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 29 lb uplift at joint 1 and 114 Ib uplift at Joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in The analysis and design of this truss. 7) -This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - verfy design perunslan and READ N07ES ON THIS AND INCLUDED MflEK REFERANCE PAGE 01111•7473 rev. 1&03*015 BEFORE USE ' Design valid for use only with Mllek® connectors. This design Is based only upon paramelers shown, and Is for an Individual btAdblg component not a (russ system. Below use. The IxAdhg designer must va4ty The aI:1)fIcatAlty of design pararneters and proporly Incorpouato Illi deslgn Into Ilio overall budding design. Bracing Indicaled Is to prevent buckling of IMNk1ual Truss web and/or chord members only. Addllbrgl lemWary and permanent Ixacing WOW Is always rertulrod ler stability and to prevent colialm wllh possible porsonal Injury and property, damage. For general guidance regrutling the fabdcollm staago. delivery. esoctkxn and bunting of musses and truss systems. seeANSUTPI l Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdtabie from Truss Rale, Institute, 218 N. Lee Sheol, Sullo 312. Alexanchim VA 22314. Tampa. FL 33610 Job I russruss ype y (loc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 710650609 780290 J22 Jeck•Open Truss 1 1 755324039 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a IVa Job Reference(optional) Buddero FustSource. Tarope. Plant Coy. Florida 33566 1.0.0 4.10-15 7.640 • Apr 19 2016 kNTek Industries. Inc. Wed Mar 15 08:29.15 2017 Page 1 ID:Zl7yacif3rgf5yObDEG6BuzOUf6-JcU I pT5BBvYDzIMW I2?Uhz7la3gs_xXDS91ohnzaltY 20 = Scale = 1:17.1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 6904 Parke East Blvd. BC 0.25 Vert(R) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a IVa BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight. 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0.8-0, 4=45/Mechanical Max Horz2=126(LC 12) Max Up1lft3=-104(LC 12), 2=-70(LC 12) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h_25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 wilhstanding 104 lb uplift at joint 3 and 70 Ib uplift at joint 2. 6)'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - 1101W design pererrrafers and READ NOTES ON WZ ANO INCLUDED WTEK REFERANCE PAGE M&7473 ray. I&MMIS BEFORE USE Design valid lot use only with Mllek®conneclors. lhh design Is based only upon parameters shown, and Is for an Individual brddhng component, not , a hues system. Belau tae. the Ixlklng designer must verily the aPpllcdJSly of design partanoters and property Incorporate 0& design Into Iho overall building design Bracing Indkoted Is to prevent bmldng of Individual Inas web and/or chord members only. Additional temporary and permanent bracing WOW Is always redabed for slatAlty, and to prevent collapse wllh rxyAAe personal ropey and properly danage. For general guidance regading the Iabrk:atlon, storage, delivery. erection and bracing of trusses and Inns systems, seeANSI/IPI l Quality Cdlerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalk>hte horn truss Plate hutiMe. 218 N. Lee Street, Suite 312, Adexarxift VA 22314. Torrpo, FL 33610 Job ruse Truss Type city ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Verl(LL) 0.09 2-4 >854 240 7/0650609 780290 J23 Jock -Open Truss 1 1 1755324039 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a We Job Reference (optional) Builders FirstSource, Tompo. Plant Cry, Florida 33566 7-0-0 7.640 a Apr 19 2016 MrTek Industries. Inc. wed Mar 15 08:29:16 2017 Page 1 I D: Zl7yacf f3rgf SyObDEG6BuzOU 16-nOHPOp6pyCg4auxiJ mXj EBf r HTyR1OnMgpdMDDzaI1X 30 = 7-0.0 Scale = 1:22.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Verl(LL) 0.09 2-4 >854 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.24 2-4 >334 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 24 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. Outsize) 3=159/Mechantcal, 2=324/0-8-0, 4=78/Mechanical Max Horz2=172(LC 12) Max Upllfl3=-131(LC 12),2=-81 (LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251h Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3 and 81 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - yadly design jawamoNis and READ NOTES ON THIS AND INCLUDED AIREK REFERANCE PAGE M67473 rev. I6,1113MS BEFORE USE Doslgn valid for use only elm Mllek® connoctas. Ris design Is based only upon parameters gown. and K for an Individual buldbV component. not o truss system. Botomo use. the Ilrikft designer must vedly tho applicability of design paanelers and pmopery hcapomale 0* design Into the over,, building deslgn. BroCkV Indicated Is to rxevenl rwcldblg of Individual Inns web and/a chord members only. Additional temporary arid permanent bracing MOW Is always regmlred la stability arid to prevent collapse vAlh possible personal Injury and property danage. Fa general guidance regarding the kAxicalbn, slaage. delivery. erection amd bxac0ng of trusses and tries syslems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from trim Plate truBMe. 218 N. Lee Street, Srlte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply a buss system. Before use, the Ixl,dhg designer must verily the apllllcdhllN of design paaneters and p eoliody hcalxxate fink design Into Iho ovoid, 7.2-8 Plate Offsets (XY)-- 16:0.4-8.0.1-81,17:0.3.8,0.3.01 Is always iw4*ed for stablllh and to rxevenl collapse with possble, personal h)uy and fxoperty danage. ra gemnal guidance regadhg fine T106506t0 780200 R01 Hall Hip Truss 1 1 I 1755324040 CSI. DEFL. in (loc) Vdefl Job Reference lional 9uddoirs Fu4lSouice. Taupe. PWM Goy. Florida 33566 7.640 a API 1 V 2016 MI I ex maUSifWs. IDC. We0 Mef 16 Ve.Zv.16 2017 YOge 1 ID:D7yacf f3rgf 5yObDEG6BuzOU16-r10H POp6pyCg4 auxUmXj EBImYTsbjF DMgpdMDDzelIX 7-" 10-5.8 14.2.8 1-0-0 7-" 3.5.8 3.9.0 5x6 = 30 = Scale = 1:26.3 20 = 3x6 = 3x6 = LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=998/0-8-0, 6=1205/Mechanical Max Harz 2=123(LC 4) Max Upl1112=-384(LC 4), 6=-439(LC 4) Max Grav2=998(LC 1), 6=1258(LC 18) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2348/686.3-4=-2126/689 BOT CHORD 2-7=-687/2154,6-7=-590/1451 WEBS 3.7=-4/498,4.7=-139/807,4.6_ 1659/717 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. NOTES- (10) 1) Wind- ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cal. Il; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 384 lb uplift at joint 2 and 439 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 Ib down and 184 Ib up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-120(F=-66), 2-7=-20, 6.7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-475(F) A WARNWG - Verify desfyn pammetors and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M10-7473 rev. 11340MV IS BEFORE USE 7-0-0 Design valid la use only with Mllek0 connectors. INs design Is lased only upon parameters shown, and Is fa an individual building component not a buss system. Before use, the Ixl,dhg designer must verily the apllllcdhllN of design paaneters and p eoliody hcalxxate fink design Into Iho ovoid, 7.2-8 Plate Offsets (XY)-- 16:0.4-8.0.1-81,17:0.3.8,0.3.01 Is always iw4*ed for stablllh and to rxevenl collapse with possble, personal h)uy and fxoperty danage. ra gemnal guidance regadhg fine Idxtcalbn, storage• delivery• erection and lxochg of trusses and mitt systems. socANSI/IPI I Quality Cdlerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoonallon available tom Truss Plate Institute. 218 N. lee Street. S1/lo 312. Alexandria. VA 22314, Tampa, FL 33610 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.09 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert( L) -0.36 6-7 >457 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=998/0-8-0, 6=1205/Mechanical Max Harz 2=123(LC 4) Max Upl1112=-384(LC 4), 6=-439(LC 4) Max Grav2=998(LC 1), 6=1258(LC 18) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2348/686.3-4=-2126/689 BOT CHORD 2-7=-687/2154,6-7=-590/1451 WEBS 3.7=-4/498,4.7=-139/807,4.6_ 1659/717 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. NOTES- (10) 1) Wind- ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cal. Il; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 384 lb uplift at joint 2 and 439 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 Ib down and 184 Ib up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-120(F=-66), 2-7=-20, 6.7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-475(F) A WARNWG - Verify desfyn pammetors and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M10-7473 rev. 11340MV IS BEFORE USE • Design valid la use only with Mllek0 connectors. INs design Is lased only upon parameters shown, and Is fa an individual building component not a buss system. Before use, the Ixl,dhg designer must verily the apllllcdhllN of design paaneters and p eoliody hcalxxate fink design Into Iho ovoid, btidng design. Bracing Indicated Is to Ixevent t=W%g of IndWual truss web and/or chord members only. Additional temporary and peimaneni biciaing WOW Is always iw4*ed for stablllh and to rxevenl collapse with possble, personal h)uy and fxoperty danage. ra gemnal guidance regadhg fine Idxtcalbn, storage• delivery• erection and lxochg of trusses and mitt systems. socANSI/IPI I Quality Cdlerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoonallon available tom Truss Plate Institute. 218 N. lee Street. S1/lo 312. Alexandria. VA 22314, Tampa, FL 33610 Job J ruse I russ I wety DEFL. y (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 T10650611 780290 R02 Hap Hip Truss 1 t 755324041 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) -0.16 Job Refer.. tional auxaen rrrstivource. I ampa. rxtm say. mantas Bubb r WN a Apr iv zw o, Mirex rnausines. inc. woo Mar ib voxv it, Zai i raga i I D:Zl7yacff3rgl5yObD EG6BuzOU16-nOHPOp6pyCg4auxUmXj EBRcT xcjBGMgpdMDDza lLX 1-0-0 7-2.7 9-0-0 14.2.8 t-0-0 7.2.7 1.9.9 5.2.8 3x4 = Scale= 1:26.1 30 = 30 = 2x4 11 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.07 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) -0.16 2-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 6 We We BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 62 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=583/0-8-0, 6=504/Mechanical Max Horz 2=152(LC 8) Max Upli112— 219(LC 8), 6=-175(LC 8) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-959/251 BOT CHORD 2-7=-310/85316-7=-310/853 WEBS 3-7=0/316, 3-6=-859/312 Structural wood sheathing directly applied or 5.4.11 oc purlins, except end venlcals. Rigid telling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1,60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load o1 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 Ib uplift at joint 2 and 175 Ib uplift at joint 6. 7) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedy dealyn peramoron and READ NOTES ON THIS AND INCLUDED NIfEK REFERANCE PAGE Ni}7473 rov. I&MMIS BEFORE USE Design volld for use only vAlh Mnok®conneclors. this doslgn k based only upon Wrameters shown, and h lot an IndMdwil building component, not a truss systorn. Betae use. Inc, Widbtp designer must vodty tho opplicatAly of design pwamelors rind properly Incapaate Ills design Into the overall bldrp design. ®achg indicated is to prevent bucldIng of hdMdW miss web and/or chord members only. Additional lemporary and permanent braclrp MiTek' K always regaled for skgAlly and to prevent collapse with possble perioral b1May and property damage. Fa general guidtstce regtndrtg the labrlcatbn. storage, dollvery, erection and bacln g of Inrsses and Inns systems. seeANSI/ PII Quality Cdledo, DSB49 and SCSI Bullding Component 6904 Porke East Blvd. Safety Information ava0ade Rom buss Rate Institute. 218 N. Lee Sltee4 Suite 312- Alexandria. VA 22314, Tompa. FL 33610 Job I russ Truss Type 0ry ply 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr 710650612 780290 R03 Special Truss 1 t 1765324042 BOT CHORD 20 SP N0.2 *Except' Job Reference(optional) Bu4dere Fee150urce. Tanya. Plant City. Fbrrda 33566 7.640 a Apr 19 2015 MI I ex IDGuelne3, Inc. Wed Mar 15 0a Zit 17 2017 Paye 1 ID:D7yacff3rgf5yObDEG6BuzOU16-GCroE97RjWpxC2Vu1T2ym000TtAaSg WVTMVIfzaIIW (t 001 6.9.14 + 106.0 16.4-0 20.6-0 2t (�-0 25-0-0 F 30-" 31.0-0 1-0-0 6.9.14 3102 5.6-0 4.4-0 04-0 4-0-0 5-0-0 Scale = 1.54.4 4x6 = Jx0 = _ ox. - 3xe = 4x6 3x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 *Except' 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TC 0.63 Vert(LL) -0.24 2-13 >999 240 MT20 244/190 BC 1.00 Verl(TL) -0.67 2.13 >370 180 W B 0.71 Horz(TL) 0.03 8 We n/a Is always re4ubed fa stablily and to prevent collapse with possible personal Injury and propedy da>rnage Fa general guldanca iega iding the (Matrix) latxlcatbn, staopo. delivery. erection and Nocing of tnrsses and buss systems, seeANSI/1P11 Quality Criteria, OSB -09 and SCSI Building Component Weight: 154 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 2=737/0-8.0, 11=2468/0-8-0, 8=407/0-8-0 Max Horz 2=- 1 12(LC 13) Max Uplilt2=- 1 99(LC 8), 11=-867(LC 9), 8=-197(LC 9) Max Grav2=737(LC 1), 11=2606(LC 15), 8=456(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-969/239.3-4=-708/168.4-5=-715/161, 5-6=-159/662,6-14=-159/662, 7-14=-159/661. 7-8---741/273 BOT CHORD 2-13=-218/811, 12 -13= -53t475,11 -12=-53t476,11-15=-1751584, 10.15=-1754584, 8.10=-186/629 WEBS 4-13=-36/429, 7-10=-191/763, 6-11=-310/223, 7-11=-1257/484, 3-13=-326/250, 5-11=-1285/370 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb up1111 at joint 2, 867 Ib uplift at joint 1 and 197 Ib uplift at joint 8. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 Ib down and 102 Ib up at 25-0-0, and 1353 Ib down and 447 Ib up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 Q WARNING- Vod1y duly. Paarnar. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6167173 rev. 141141131201SBEFORE USE ' Design valid lot use orgy wldn Mllek®connectorS. lnls deslgn is based only upon pwamolon shown, and b fon an Individual Wilding component. not . Before use. the Irblg designer must verify the ar4Aicablly o1 design parameters and pioperiy Incorixnale this design Into the overall a bias systemlld blldbng design. 9aclrng Indicated a to prevent Welding of Individual buss web and/or chord members only. Additional temporary and wmanent bracing WOW Is always re4ubed fa stablily and to prevent collapse with possible personal Injury and propedy da>rnage Fa general guldanca iega iding the latxlcatbn, staopo. delivery. erection and Nocing of tnrsses and buss systems, seeANSI/1P11 Quality Criteria, OSB -09 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable born bt>S Plate hstru e. 218 N. Lee Street, Sulto 312. Alexandria. VA 22314. Tanya, FL 33610 Job 4 ruse Truss Typety Ply a truss systerll. Below use. 11x1 building lg designee must verify the apNkalbli fy of design,Iwtarnolets and ptopelly hcogwtale this design Into the overall building design. ®acing Ixflcated is to prevenl buclding of Individual truss web and/or chord members orgy. Addltkmat lerrimary and permanent bracing MiTek' Is always ie"ed for skitAlly and to prevent collurAe wllh possible persorxi Irtjry and property damage. for general gukkutce iwjmc* V the 710650612 780 029 R03 SpettelTruss I t 1 1755324042 Job Reference(optional) aunde4 I-irsr50urce. r anile, vans Gny, Rene 335bb 7.540 s Apr 19 2016 Mil OR Industries. Inc Wed Mar 15 08:29:17 2017 Vag* z ID:Zl7yact13rgf5yObDEG6BuzOU16•GCroE97Rj WpxC2VuIT2ymOCOTIAeSg_WvTMvlfzaIIW LOAD CASE(S) Standard Uniform Loads (psi) Vert: 1-4=-54,4-5=-54, 5-14=-54, 7-14=-86(F=-32),7-9=-54, 2-15=-20, 10-15=-32(F=-12), 8-10=-20 Concentrated Loads (Ib) Vert: 10=-216(F) 15=-950(F) A WARNING - Vanity design paromstero and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rov. IOMW IS BEFORE USE Design valid lot use only vAt1 Mmekb connectors lits design is based only upon parameters shown. and Is lot an indivkAral bulding component, not ' a truss systerll. Below use. 11x1 building lg designee must verify the apNkalbli fy of design,Iwtarnolets and ptopelly hcogwtale this design Into the overall building design. ®acing Ixflcated is to prevenl buclding of Individual truss web and/or chord members orgy. Addltkmat lerrimary and permanent bracing MiTek' Is always ie"ed for skitAlly and to prevent collurAe wllh possible persorxi Irtjry and property damage. for general gukkutce iwjmc* V the fabrication storage, dellvery. etectlon and bracing of tenses and taus systems. weANSI/TPI I Quality CrlteAa. DSB-89 and SCSI Bulldhg Component 6904 Parke East Blvd. Solely Information avallabbe Iain hras Plate Inslituto, 218 N. lee Skeet. Sidle 312, AlexdnrMa. VA 22314. Tarrpd. FL 33610 Jo russ ype 'y710650613 Plate Offs Is MY)-- 17:0-4-0.0-3-41 a buss system. Before use, the laking designer must verify the a"AlcalAlty of design iwtannelen and property hcorprxato Ibis design Into the overall LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 780280 R04 Ic-omnTfuss 1 t 1155324043 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.52 6-7 >474 180 Job Reference(optional) auuoers Yirsibeurce, ranpo, rlam Gay. Plprlao 33boo a.WrV a P.Pr ]V eVlo mllOx mousrrov, arc WOO mer lb Vexv le" /Yp9e 1 I D:Zl7yacti3rgt5yObDEG6BuzOU16-kPPARV74UgxogC4508ZBJcID6GZFBFM1876T16zaItV 1-0-0 6.9.13 10.8-0 146.3 21.4-0 0i 0 1 6.9.13 3.10.3 l 3.10 3 + 6.9.13 3 Scale = 1:39.3 4x6 = 3x6 = 3x6 = 5x6 = 1" a 10.8-0 • Design vdld for use only with Mllek® connectors. Ills design k based orgy upon parameters shown. and h la an Individual budding component. not 1ryB o Plate Offs Is MY)-- 17:0-4-0.0-3-41 a buss system. Before use, the laking designer must verify the a"AlcalAlty of design iwtannelen and property hcorprxato Ibis design Into the overall LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.19 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.52 6-7 >474 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 91 Ib FT = 20-6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (Ib/slze) 6=762/0-8-0,2=839/0-8-0 Max Horz2=120(LC 12) Max Uplllt6=-183(LC 13), 2. 224(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1200/293, 3.4=-940/226, 4.5=-941/224, 5.6=-1204/298 BOT CHORD 2-7=-274/1013,6-7=-177/1019 WEBS 4.7=-120/657, 5-7=-3241260, 3-7=-317/255 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25it; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 6 and 224 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with Iixed heels` Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING . Vertly deslpn pamnoters and READ NOTES ON THIS AND INCLUDED MIREK REFERANCE PAGE M67473 Pay. 14119302015 BEFORE USE • Design vdld for use only with Mllek® connectors. Ills design k based orgy upon parameters shown. and h la an Individual budding component. not a buss system. Before use, the laking designer must verify the a"AlcalAlty of design iwtannelen and property hcorprxato Ibis design Into the overall building design. Bache Indicated Is to prevent bwcleing of Individual in= web and/or chord members only. Addllond fempaay and permanent Ixacing Welk' Is always required lot staMllly and to prevent collapse wllh posdAe personal ryuy and poperty danage. ra general guidance regarding the labricatlm stotape, delivery. erectkln and bracing of trusses and Inns systems, seeANSI/IP1I Cuo9y Criteria. OSB -89 and SCSI BuLking Component 6904 Poske East Blvd. Safety Irgormotlon available from Truss Rate Institute, 218 N. Lee Street, Suite 312, Aloxandita. VA 22314. Tonpo. FL 33610 Jobru.s ruse ype y LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 710650614 780290 ROS Common Ttvas 1 1 ,55324044 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Holz(TL) 0.04 6 Na rVa Job Reference (optional) Builders First5oatce, Tempa. Plant Oily. Florida 33566 7 640 B Apr 19 2016 MtTek Industries. Inc Wed Mat 15 08 29:18 2017 Page 1 I D:Zl7yacfl3rgf 5yObDEG68uzOU16•kPPARV74UgxogC4508ZBJclDnGZJBFPf876T16zaI1V •l-0-0 6.9-13 10.8.0106.3 21.4.0 22.4-0 1 0-0 6.9.13 3.10.3 3.10 3 6.9.13 1-00 Scale = 1:38.3 4x6 = KA -111= Sx8 = 1� g Plate Offsets (XY)— 18:0.4-0,0.3-41 Design valid for use only with Mlleld0 connoctons. mis design is based only upon parameters sllovnn, and k lot an eWlvldual IxAdMg component. not LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.19 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.52 6-8 >481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Holz(TL) 0.04 6 Na rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 93 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.5.13 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0,6=837/0-8-0 Max Horz 2=-111(LC 17) Max Uplift2=-223(LC 12), 6=-223(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1195/292,3-4=-934/223,4-5=-934/223,5-6=-1195/292 BOT CHORD 2-8=-264/1008.6-8=-15511008 WEBS 4-8=-115/649, 5-8=-317/255, 3-8=-317/255 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever felt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas Where a rectangle 3-6-0 tall by 2-0-0 Wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 223 Ib uplift at joint 2 and 223 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING- Vertly design perometor, and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA7473 rov. 18932015 BEFORE USE Design valid for use only with Mlleld0 connoctons. mis design is based only upon parameters sllovnn, and k lot an eWlvldual IxAdMg component. not a Iwss system. Before use, the bullring designer must verily Me a13AIcab111y of design palameters and pnopody Incogwtalo Ink design Into the over,, btAdrlg design. Bracing indicated Is to prevent bucklI ng of andlvklrxl Intss web and/on chord membefs orgy. Ack,llonal teinWary and perinanlenl bnaeing MiTek' Is always reyubed for slat-9tty axd to prevent collapse wllh possible poisorxl Injury and properly dandle. For general gu kknce regadng the kAxk:atbn, slorago, delivery, erection and bnacing of Intsses and Inrss systems. sooAN51/TPI I Guollly Cdlerla, DS1149 and BCSI Bundling Component 6904 Parke East Blvd. Safety Information available aom Truss Plole Institute, 218 N. Lee Street, Suite 312- Alexanxdda VA 22314 Tampa. FL 33610 Job' uss Truss Type ty ply a truss system. Before rho, Iltn bMllt6ng deslgnrn must verify the opplcalAlly, of design Ibranoters and property Incogtoialo Slit deskln Into the over, CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710650615 780290 1"07 Hp Truaa 1 1 I 755324045 BC 0.76 Ven(TL) -0.26 2-8 >703 180 BCLL 0.0 ' Rep Stress Incr NO Job Reference (optional) Builders FlralSoUrCe. Tanga. Plots City, Florida 33566 7.640 S Apr 19 2016 PAJok IndUSlme4. Inc. Wed M81 15 08 29:19 2017 Page 1 ID:ZI7yac113rgf 5yObDEG6BuzOUf6-CbzYfr8iF739RMIH_u4OspHKwgwnmbpNrvDgYzallU 1 0 0 7-" 88-0 158.016.8-0 1-0-0 7-" 18-0 7-0-0 1-0-0 Scale = 1:29.5 5x6 = 5x6 = 30 = 3x6 II 3x6 11 30 = Plate Offsets (XY)-- 12:0.1.0. Edge], 13:0-3-0.0-2-01,14:D-3-0.0-2-01, 15:0-1-0.Edge] DesIgn vdki for use only with M1109 conneclors. IM design Is bused only upon pnianotols shown. and Is la an Individual building component. not LOADING(psf) SPACING- 2.0.0 a truss system. Before rho, Iltn bMllt6ng deslgnrn must verify the opplcalAlly, of design Ibranoters and property Incogtoialo Slit deskln Into the over, CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.13 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(TL) -0.26 2-8 >703 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.05 5 n/a We BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.6-1 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1184/0-4-0,5=1184/0-4-0 Max Horz 2=-77(LC 13) Max Uplift2=-422(LC 8), 5=-422(LC 9) Max Grav2=1270(LC 15), 5=1270(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-2311!715, 3.4=-1939/657, 4.5=-2311!715 BOT CHORD 2-8=-56512016,7-8=-559/1984,5-7=-56812018 WEBS 3-8=-206/824,4-7=-206/824 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=O 18; MW FRS (envelope) gable end zone; cantilever lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed lot a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst 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 422 Ib uplift at joint 2 and 422 Ib uplift at joint 5. 7) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 lb up at 8.8.0, and 676 Ib down and 223 Ib up at 7-0-0 on bottom chord. The desigm/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 Russ are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead a Root Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (pit) Ven: 1-3=-54, 3-4=-120(F=-66),4-6=-54, 2-8=-20, 7-8=44(F=-24), 5-7=-20 Concentrated Loads (Ib) Ven: 8=-475(F) 7=-475(F) Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE CAGE MD -7473 mv. f&MW IS BEFORE USE. ' DesIgn vdki for use only with M1109 conneclors. IM design Is bused only upon pnianotols shown. and Is la an Individual building component. not a truss system. Before rho, Iltn bMllt6ng deslgnrn must verify the opplcalAlly, of design Ibranoters and property Incogtoialo Slit deskln Into the over, building design. Bracing Indicated Is to pievoni tAick rig of Individual tnm web and/os chord members only. Additional temporary and pwmonenl b iacing MOW Is always rw."red for skit -Ally and to pievenl collapse wllh posFile pchsond hpay and property damage. For gemicil grldaoo regacdng the fabrication storago, dellvory, erection and tSactng of Inures and Inm systems, seeANSI/IPI I Quality Critefb, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety Information avalk"o from frim Rate Institute. 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 7/0650616 780290 ROB Common Truss 1 1 1155324046 (Matrix) Weight: 57 Ib FT = 20% Job Reference(optional) ounoere r991*0=9. f amps, rerm Gey. T=one &x bb /.Wu s P1PI 1 V zulb mi l eK Inoustlres, inn. weo mer l b ut%-Lu-iv zul / rage 1 ID,Zl7yacft3rgf5yObDEG6BuzOUf6-CbzYlrSiF73eRMfH u4OspHJHgxawjKpNnrOgYzelIU •1-0-0 7.10-0 15.8-0 1-0-0 7.10-0 7.10-0 Scale = 1:26.7 06 = 3x6 = 2x4 11 3x6 = LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 4=569/Mechanical, 2=637/0-4-0 Max Horz 2=93(LC 16) Max UpI1114=-137(LC 13), 2=-172(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-8261181,3-4=-824/176 BOT CHORD 2-5=-95/651, 4-5=-95/651 WEBS 3.5=0/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7.10; Vul1=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 13 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint 4 and 172 Ib uplift at joint 2. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - yerRy desIgn pmomotors and READ NOTES ON rNfS AND INCLUDED MITEK REFERANCE CAGE 011/0-7473 rev, 14932015 BEFORE USE ' 7-10-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.80 Veri(LL) 0.13 4.5 >999 240 MT20 244/190 BC 0.65 Vert(TL) -0.27 4-5 >680 180 Safety Information awAk* 1e from truss Plate institute. 218 N. Lee Street, Suite 312, Alexancift VA 22314. WB 0.14 Horz(TL) 0.02 4 We Na (Matrix) Weight: 57 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-8261181,3-4=-824/176 BOT CHORD 2-5=-95/651, 4-5=-95/651 WEBS 3.5=0/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7.10; Vul1=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 13 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint 4 and 172 Ib uplift at joint 2. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - yerRy desIgn pmomotors and READ NOTES ON rNfS AND INCLUDED MITEK REFERANCE CAGE 011/0-7473 rev, 14932015 BEFORE USE Design vcdid for use only with MilekO connectors. This design Is based only upon paramoters shown. and Is for an kWlvkkral L0dl ng component. riot a Oras system. Beloro use. the Widing designer must verity the alTAlcatAlty, of design porameleis and piorxnly IncorlxAate this design Into Me over, Ixldng design Hoeing Indicated is to prevent txiaaing of frttBvidu0l (rust web and/or chord members only. Ad di lorxll temporary and r"manenl brackQ WOW Is dways ieyu ked for stubilify aril to rxevenl collapse wilh poss"s personcil td1y cxxl rxorx4ly damage. For general gu kJance regca/1W the lc txl--all rx storage. dollvery, erection and txact nrl of Inisses and Inrss systema seeANSI/IPI l Quality Cdterla, 03649 and BCSI Building Component 6904 Parks East Blvd Safety Information awAk* 1e from truss Plate institute. 218 N. Lee Street, Suite 312, Alexancift VA 22314. Tempe. FL 33610 Job rues Truss Type y ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl(LL) 0.28 710650617 T80290 1'-09 Hip Tru -3 1 t 755324047 9-10 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO Job Reference(optional) buddere FemtSource. Tempa. Plan) City. Florida 33566 7.640 a Apt 19 2016 Mr7ex Incluatneu. IrK. wed Mar 15 06 29:29 2017 page I ID:Zl7yacif3rg15y0bDEG6BuzOU16-gnXwsA9KORBV3W ETYcb1O1 gR941Y11 OybRbZM_zaIfT rl-0-0I 7-0-0 11.11.3 18.0. 13 23-0.0 i 30-" 3r 1-0 il•0-0 7-0.0 4-11.3 6.1.10 4-11-3 7-" 1-0-0 6x12 MT20HS = 6.00 [ 12 34 = 13 3x6 = 6x12 MT20HS = Style - 1:55.2 3x12 MT20HSG 6x8 _ 6x12 MT20HS = 6x8 _ 30 2 MT20HS 7x10 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl(LL) 0.28 9.10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verl(rL) -0.68 9-10 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 HOrz(rL) 0.13 7 n/a We BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 160 Ib FT = 20%* LUMBER- BRACING - TOP CHORD 20 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 3-6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpi 4-12,5-9 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=2043V0-4-0, 7=2612/0-8.0 Max Horz 2=77(LC 12) Max Uplift2=-435(LC 5), 7=-543(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3924/886,3-4=-3359/811, 4-13=-616611424,5-13=-6166/1424,5-6=-4427/980, 6-7=-5167/1081 BOT CHORD 2-12=-761/3419, 11-12=-1248/5281, 10-11=-1248/5281,10-14=-1351/5882, 9.14=-1351/5882, 7-9=-888/4506 WEBS 3-12=-280/1453,6-9=-325/1907,4-12=-24121665,4-10---21211381, 5-10=-191470, 5.9=-1841/613 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2 and 543 lb uplilt at joint 7. 8)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 Ib down and 165 Ib up at 23.0-0, and 1102 Ib down and 354 Ib up at 15-8-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 A WARNING . Verify design pamnofere and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M67479 rov. I&V32015 BEFORE USF- SE Design valid lot tw only With MnekO connoclom lids design Is based only upon paomelors shown. and Is lot an Indivldtrai IxRd9ng component, not Design , o Inas system. Boloto use. the Ixlldng dosignoi must vedly the d4)tllcabllN of deskin paiamoters and PioPeily Inctxixxote Itis design Into the ovetdl boding design. Rioting IrWlcoled Is to rxovenl budding of Individual truss web and/oi chord members only. Additional temporary and peimanonl bow -Ing Welk' Is always iegJred lot stablilty and to pievenl collapse wllh povA*3 personal Injury arta property damage. For goncial guidance rogtsdng the lalxk;allom sloiage. delivery. etoclen and biocbng of intsesand finis systems. seeANSI/WiI Quality Criteria. DSB-89 and SCSI Building Component 6904 Paike East Blvd. Safety Information available born Inas Rate Institute. 218 N. loo Sheol, Stile 312. Aloxandda. VA 22310. Tanga. FL 33610 Job' ussruss ype yPly o Muss system. Betoe use. Iho boding designer must verify tho c6Mlllcabily of design puameters and lAoperly Ineogwrate M design Into the overall btEdbng design. Bracing Indicated Is to prevent bmIding of InclMdual buss web and/or chord membews orgy Additional temporary and permanent I1racing MiT®k' Is always w"ied for slc*Aly aril to prevent collapse wllh pos dAe personal k#xy aril propedy dcunage. For general gtkkme legordIW the 710650617 780290 1'.09 1p Trusa 1.- 1 1 1155324047 Job Reference(optional) tsuaaers rnsrsouree. Iompe, rwnr oay, i-oweaa 4sbab WV a W IV Bulb MI,ex Inausules. Inc. Woo M01 1* Ve ev-du LVl I rage ID Z17yactt3rgf5yObDEG6BuzOU16-gnXwsAOKORBV3WETYcbfO1gR941Yf tOybRbZM_zatIT LOAD CASE(S) Standard Uniform Loads (pit) Ven: 1.3=-54, 3.13=-54, 6.13=-127(F=-73), 6-8=-54, 2-14=-20, 9-14=-45(F=-25), 7-9=-20 Concentrated Loads (Ib) Ven: 9=-513(F) 14_ 1102(F) A WARNING - Verily dedlpn pammotwo end READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE M67473 nv. I&O&W IS BEFORE USE Design wild for use only with Ivtilek®conneelors. TKt design Is Lxwd only upon mameters shown. and Is to an IndhAdrral building component, nor o Muss system. Betoe use. Iho boding designer must verify tho c6Mlllcabily of design puameters and lAoperly Ineogwrate M design Into the overall btEdbng design. Bracing Indicated Is to prevent bmIding of InclMdual buss web and/or chord membews orgy Additional temporary and permanent I1racing MiT®k' Is always w"ied for slc*Aly aril to prevent collapse wllh pos dAe personal k#xy aril propedy dcunage. For general gtkkme legordIW the krhrk:allon. storage, delivery, erection and bracing of trusses and Inca systems, seeANSI/iPl1 Quality Criteria, DS6.69 and SCSI Building Component 6904 Parke East Blvd. Safety Information ava9abte from Ins Plate frnsBMe. 218 N. Leo Street. Salto 312. Alexandria. VA 22314. Tarrpa. FL 3300 Job' use Truss Type y Ply PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% LUMBER- BRACING - bu•cl V design. Bache hdlcalod Is to proven budding of trWlvltlual Inns web and/ow chord members only. Additional temporcry and permanent brd_'Irlg TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-2 oc purlins. 710650618 780290 R10 Hip Truaa 1 1 I 1755324048 Max Horz2=-96(LC 13) Max Uplift2=-24 1 (LC 12), 8=-241 (LC 13) Job Reference(optional) Builders FuslSource. Tempa, Plard City, Florida 33566 7.640 s Apr 19 2016 N6Tek Industries, Inc. Wed Mar 15 08:29:212017 Page 1 I D:Zl7yac t13rg15yObDE G6BuzOU I6-8_513 W AynlJMhgpt6J6uxENjwUZuOZY5g5K7uOzaIIS i i 35.10 30.0-00 26.6.6 29-0t-0 15-0 2.10-0 6.6-6 0 6-0-0 6.6.6 44 = 30 = 4x6 = Scale a 1:53.5 3x4 = 4x6 = 3x4 = 3x8 = 3x8 = IY 0 LOADING (psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 CSI. TC 0.54 BC 0.85 WB 0.41 (Matrix) Design valid for use only vAth Mnek6conneclors 1Nsdeslpn 6 based only upon Mcwnetews gown. and b low m trxlMdud b ldIng component. not DEFL. Vert(LL) Verl(TL) Horz(fL) In (loc) I/dell Ud -0.32 10-12 >999 240 -0.83 10-12 >427 180 0.09 8 We We PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% LUMBER- BRACING - bu•cl V design. Bache hdlcalod Is to proven budding of trWlvltlual Inns web and/ow chord members only. Additional temporcry and permanent brd_'Irlg TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-2 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. WEBS 2x4 SP No.3 Safety Information ovallablo from Bus Plate Institute, 218 N. Lee Street, Suite 312, Alexarldit VA 22314. Tamps, FL 33610 REACTIONS. (lb/size) 2=1161/0-4-0,8=1161/0-4-0 Max Horz2=-96(LC 13) Max Uplift2=-24 1 (LC 12), 8=-241 (LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1979/440, 3-4=-1770/416, 4-5=-1557/383, 5-6=-1557/383, 6-7=-1770/416, 7-8=-1979/440 BOT CHORD 2-12=-322/1693,11-12=-387/1796,10-11=-387/1796.8-10---309/1693 WEBS 4.12=-95/607,5.12=-389/242, 5-10=-389/242,6-10=-95/607 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ib uplift at joint 2 and 241 Ib uplift at joint S. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' & WARNING- VorW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N67473 rev. IG93MI S BEFORE USE Design valid for use only vAth Mnek6conneclors 1Nsdeslpn 6 based only upon Mcwnetews gown. and b low m trxlMdud b ldIng component. not o truss system. Before use. Iho building deWnei must verify tho al4AbcolA1N of design Ixaanoters and lAopewty Incorpaale this design Into the overall bu•cl V design. Bache hdlcalod Is to proven budding of trWlvltlual Inns web and/ow chord members only. Additional temporcry and permanent brd_'Irlg Welk' Is always iec."ed for slatAlly and to pwevenl CoUgne wllh possible poisoncil hpay and properly donage. For general gukksrlco regtadhp the fabwlcalbn stowage, delivery, erection and bioclnV of trusses c nd Inws systems seeANSI/IPII Quality criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallablo from Bus Plate Institute, 218 N. Lee Street, Suite 312, Alexarldit VA 22314. Tamps, FL 33610 Job runsruns ype ty Ply Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 710650619 TBO290 R11 Hp Truss 1 1 755324049 TOP CHORD Structural wood sheathing directly applied or 2-10.4 oc purlins. BOT CHORD Job Reference (optional) MOWS resl5ource. I orypo, vmnt wry, r•yonoa 4sboe r.onu • npr iv zwo masa rnousmss. inc, woo mar rp vo;";4i zvI r rove i ID:L7yacff3rgt5yObDEG6BuzOU16.8_513W AynUMhgpf6J6uxENg2UXUOd85g5K7uOzaIIS rt00� 0 7.6-0 I 1100 19-0-0 22.6-0 I 30-0-0 3100 100 7.6-0 3.6-0 80 3.6-0 7.6-0 �1 0 6x8 r - 2x4 // 2x4 \\ 6x8 Scale = 1:53.5 30 i 30 = 4x6 = 30 = 30 � LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 20 SP No.1 'Except' 4.7: 2x6 SP M 26 BOT CHORD 2x4 SP No.2 WEBS 20 SP N0.3 REACTIONS. (lb/size) 2=1161/0-4-0,9=1161/0-4-0 Max Horz2=113(LC 16) Max Upli112= 262(LC 12), 9=-262(LC 13) CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.72 Vert(LL) -0.5011-13 >711 240 MT20 244/190 BC 1.00 Ven(TL) -0.9411-13 >378 180 WB 0.18 Horz( L) 0.09 9 We nta (Matrix) 6904 Porke East Blvd. Weight: 136 Ib FT = 20% Tompe. FL 33610 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.4 oc purlins. BOT CHORD Rigid ceiling directly applied or 1.4.12 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1886/418, 3.4=-1678/410, 4.5=-1505/389, 5.6=-1268/378,6-7=-1 505/389, 7-8=-1678/410, 8-9=-1886/418 BOT CHORD 2 -13=-323/1596,13-14=-18511268,12-14=-185/1268,12-15=-185/1268, 11.15=-185/1268, 9-11=-278/1596 WEBS 5-13=-111/488, 6-11=-111/488 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0ps1; h=2517; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 Ib uplift at joint 2 and 262 Ib uplift at joint 9. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of INS truss. 8)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNNG - Verity dedyn parameterr and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE 6167477 rev. 10ftW lS BEFORE USE ' Design valid toy trso only with Milek®coruleclors. this deslgtt It based only tn)on parameters shown. and ks for an hdivid al lxdding comtwnent. not a buss system. Below nae. the building designer must vestry the u)lAlcabllty of design lxaametoys and properly Incorrxxote inks design Into the overall b ulickV dodgn. Biachg Indicated Is to povent twcMnp of hxlMdrxi buss web and/on chord members only. Addltond temporary and permanent Ixadng MiTek' Is always regdred for slablilly and to pevenl caltarne with potable personal reply aril property durnage. Foy general ULAd nce regadtng the lobrk:alba storage, delivery, erection and bracing of InaaOS Csnd Inns systems, seeANSIMI l QuoBM C4terlo, DSB-89 and BCSI Building Component 6904 Porke East Blvd. Safety IMormollon avdlable hom liras Plate hstttulo. 218 N. Loo Sheet, Suite 312, Alexandria VA 22314. Tompe. FL 33610 Job fuss ruse I yperyPly LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc purlins. 4.7: 2x6 SP No.2 710650620 T80290 R12 Hip Truss 1 1 1755324050 REACTIONS. (lb/size) 2=1161/0-4-0,9=1161/0-4-0 Max Horz2=-134(LC 13) Job Reference conal Mortars rnaJeulce, Iarrpa. 1-tonl Loy. ranee 33bob (.GeV a Apt IV ZVI0 NS I ax mousuies. Inc. woo Nair 10 Vaxwee evi i rage 1 I D:ZI7yacf13rgf5yObDEG6BuzOUf6-eAehHsBaY2RDIpOsfOd7TSvgcuxy73UF314gR1zallR �t-0-0i 7.6-0 1 t3-0-0 17-00 22{-0 30-" 100 1.0.0 7.6-0 366-0 4 0 0 5.6-0 7.6.0 Scale = 1:53.5 06 = 3x6 // 3x6 \\ 4x6 = 3x4 G 30 = 4x6 = 30 = 30 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. TC 0.80 BC 0.73 WB 0.24 (Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.41 11-13 >876 240 Vert(TL) -0 68 11-13 >522 180 Horc(TL) 0.08 9 n/a Na PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc purlins. 4.7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 20 SP No 1 Safety Irdormatlon av,lakAe from Inas Plate Institute. 218 N. loo Street. Suite 312. Alexandda, VA 22314. Tonga, FL 33610 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0,9=1161/0-4-0 Max Horz2=-134(LC 13) Max Upllit2=-283(LC 12), 9=-283(LC 13) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1924/422.3-4=-1702/406,4-5=-1429/394,5-6=-1 128/354, 6-7=-1429/394, 7-8=-1702/406,8-9=-19241422 BOT CHORD 2.13= -398/1638,13 -14=-134/1128,12-14=-134/1128,12.15=-134/1128,11.15=-134/1128, 9.11 =-276/1638 WEBS 8.11_ 348/302, 3.13=-348/302, 5-13— 164/635, 6-11. 165/636 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone; cantilever tell and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint 2 and 283 Ib uplift at joint 9. 7) "Semi-rigid pitchbreaks with fixed heels` Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - VMry datfyn peremotara and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE CAGE 01167473 rov. I&MW 1S BEFORE USE Design valid lot we only with Mitek® conneclots. This design B based only upon paameters shown. and Is fol an Individual txlding component, rlol a aura systein. Before use. the rxllding designer must verity the oplAlcaiAlty of deslpn paanlelets ad lxolody Ilcotlotote Ihh design Into tho over,. buld inp design. ®acing indicated Is to prevent budding of Individual teas web aril/or chord members only. Addllonal lempaay and permanent bracing WOW Is always uxslredl lot sk*Alty and to prevent collgne with possible personal Iryury daxl properly dlainage. For general guidance regadng the fabrication, slorago. d eilvery, erection and hafting of tnmes and Ines systems. $ooANSI/TPI1 Quality Cdlodo, DSB-89 and SCSI building Component 6904 parka East Blvd. Safety Irdormatlon av,lakAe from Inas Plate Institute. 218 N. loo Street. Suite 312. Alexandda, VA 22314. Tonga, FL 33610 Job T fuss fuss ypeIII' y Ply DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.39 710650621 780260 Rt3 Corrwnon Truss I t 1,5532406, BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 6 n/a n/a Job Reference (optional) Builders FutlSource. Tarrpa. Plant City. Fonda 33566 7.640 It Apt 19 2016 Me -Trek Indusirlet. Inc. Wed Mar 15 08 29'23 2017 Pape t ID:Zl7yac113rgf5yObDEG6BuzOU16-4MC3UCBCJMZ4wzz2Dk9M01S t UHHBsUW OHPpEzJzaltO 1-0-0, 7.6.0 I 15-0.0 + 22.6-0 30-0-0 �1." 1-0 0 7-6.0 7.6-0 7.6-0 7-0-0 1-0-0' �1 0 4x6 = 6.00 F12 Scale = 1:52.6 30 r- 30 = 4x6 = 30 = 3x4 jv 0 Plate Offsets (KY)- 12:0 -2-10.0-1-81.13:0-4-0.0-3-01,15:0-4-0.0-3-01.16:0-2-10.0-1-81 valld for risevAlh tIs aced poameters stwwn, and Is for an MlvkW building component, not it lee c hh LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.39 8.10 >901 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Veri( L) -0.62 8-10 >573 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/FP12007 (Matrix) Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0,6=1161/0-4-0 Max Horz2=-153(LC 13) Max Up1if12=-299(LC 12), 6. 299(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-1928/468,3-4=-1716/452,4-5=-1716/452,5-6=-1928/468 BOT CHORD 2-10=-462/1664, 10.11=-157/1084, 9.11=-157/1084, 9.12=-157/1084, 8.12=-157/1084, 6.8=-309/1664 WEBS 4-8=-202/683, 5-8=-406/342, 4-10=-202/683, 3-10=-406/342 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever tell and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent With any other live loads. 4) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 Ib uplift at joint 2 and 299 Ib uplift at joint 6. 6) "Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - V01W detlpn parve"Wors and READ NOTES ON THIS AND INCLUDED NrTEK REFER4NCE CAGE M67473 rev. 1=02015 BEFORE USE valld for risevAlh tIs aced poameters stwwn, and Is for an MlvkW building component, not it lee c hh � Bebto use, t design poameters and lxoprrly Incorpgate fink design Into the overall dere m verily he ollINpon building design. Bating Indicated Is to prevent bucMktg of Individual truss web and/or chord membets orgy. Addillond bra temporary and permanent ctrng MOW Is always tetalred too sttt7Wly and to preverel collaopso with possible personal kdray and properly donatge. For general guidance regaling the fabrication. slangs. dellvery. erection and bracing of lassos and Iruss systems, secANSI/TPI I Quality Criteria. OSS -89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatlon available horn Inas Plate I nstllute. 218 N. tee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job ruseruss lype oty y o Cuss system. Before uso. Ino IrJldlng deslgnop must verily Phe arAAlcabllty of deskgh I+aanelers and p ioporly hCorpoiato Ihk design Inlo Iho overall TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. 1-3: 2x4 SP M 31, 3-5: 2x6 SP No.2 T1o6so622 780290 A14 Special Truss 1 1 a 2-11: 2x6 SP M 26 WEBS 2x4 SP No.3'Except* Job Refer Job ereroe (optional) Buddera FuslSource. Ternpa. Plant City, Florida 33566 7.640 a Apr 19 2016 Malek Industries. Inc. WOO Mar 15 08.29 23 2017 Pe9e 1 I D: Zl7yacf f3rg15yObDEG68urzOU 16.4MC3UCBCJMZ4wzz2Dk9M01SzCH FisMxOHPpEZJzaltO rl•0•Q 7-0-0 13.10-0 20.8-0 21./0 253.5 I 30.0-0 31-011 rt0 7�0 810-0 6.10-0 1.2-0 3.5.5 48.11 Scale = 1:54.7 4x6 II 5x6 = 6x6 = 3x4 = 6 3x12 MT20HS r -5z6 _ 4x10 MT20HS= 5x8 = 3x8 700 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.89 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 BCDL 10.0 Code FBC2014/TP12007 (Matrix) DEFL. in (hoc) Well Ud PLATES Vert(LL) 0.31 10-12 >999 240 MT20 Ven( L) -0.68 10.12 >523 180 MT20HS Horz(TL) 0.15 8 n/a Na Weight: 180 Ib GRIP 244/190 187/143 FT = 20°0 LUMBER- BRACING - o Cuss system. Before uso. Ino IrJldlng deslgnop must verily Phe arAAlcabllty of deskgh I+aanelers and p ioporly hCorpoiato Ihk design Inlo Iho overall TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. 1-3: 2x4 SP M 31, 3-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.1-0 oc bracing. labrlcallm storage, delivery, erection and bracing of trusses and truss systems seeANSI/TPI I Quality Cdterlo. DSB-89 and BCSI Building Component BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at ntldpt 4.13 2-11: 2x6 SP M 26 WEBS 2x4 SP No.3'Except* 6-10,4-13,5-12:2x4 SP No.2 REACTIONS. (Ib/slze) 2=2650/0.4-0, 8=2069/0-4•0 Max Horz 2=-87(LC 13) Max Upllft2=-71 1 (LC 8), 8=-467(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5378/1342, 3-14=-4656/1245,4-14=-4658/1246,4-5=-6745/1828, 5-6=-3789/992, 6.7=•3860/989, 7.8=-4051/1014 BOT CHORD 2-13=-1 175/4733,13.15-1743/6742,12.15=-1743/6742,11-12=-1083/4395, 10-11=-1083/4395, 8.10=-853/3557 WEBS 3-13=-308/1809, 6-10=-818/3164, 5-10=-3046/912, 4.13_ 2319!739, 4-12=-30/483, 5-12=-739/2718 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsi; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0pst 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 o1 withstanding 711 Ib uplift at joint 2 and 467 Ib uplill at joint 8. 8)'Seml-rigid pitchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this miss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 Ib down and 165 Ib up at 7-0-0, and 1326 Ib down and 426 Ib up at 13-8-0 on bottom chord. The design/selection o1 such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard conunueo on Daae Z A WARNING - Verily di dyn paremetore and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE 01167473 rev. I&MMIS BEFORE USE • Design valid to use only with Mllek®conneclors. lhrs design Is basod only upon parameters shown. and Is for an IndlNdrral building component. not o Cuss system. Before uso. Ino IrJldlng deslgnop must verily Phe arAAlcabllty of deskgh I+aanelers and p ioporly hCorpoiato Ihk design Inlo Iho overall txsdng design. Bracing Ind)caled is to prevent bxuetMng of hdlvaual tRuss web a d/a chord members orgy. Adalilonal lernporary and permanoni braehg M iTek' Is always required to stability aril to prevent collapse with possible poisonal k*,Fy and properly damage. rq general guidance iwjcvdng the labrlcallm storage, delivery, erection and bracing of trusses and truss systems seeANSI/TPI I Quality Cdterlo. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaAdfile from Gus Plate rutlMe. 218 N. lee Street. Su lle 312. Alexarxfda VA 22314. Tanya. FL 33610 Job runs russ I ype otyT10650622 � a buss system Belae use, the btlldhg deslgnm must verity the altftlk al)llty of design palamelets and pol:"ly hcmlwtale tth design Into the ovetdl btAdhg design. ®achg twlcated Is to prevent txrcWv of Irxllvklual truce web atd/a chord membets erly AdUtlorxl temporary arta permanent brochg MiTek' Is always rotpbed for slobOty and to prevent collapse with possible persoml k*xy ax7 properly dcanage. fp general quickme regat&tg the 780290 R14 SpecralTruss 1ply t 755324052 Job Reference(optional) nulroers raslbource, rorrpe. nam cey. prone :ubtb 1 54V s Apr IV Zolb Mrlex Inoustlres, Inc. woo Mar lb e8:ze:z'J Zvi / rage z I D:Zl7yacft3rgl5yObDEG6BuzOUt6.4MC3UCBCJMZ4wzz2Dk9M01SzC H FisMxOHPpEzJzaltO LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3.14=-127(F_ 73), 5-14=-54, 5.6=-54, 6.9=-54, 2-13=-20, 13-15=-45(F=-25), B-15=-20 Concentrated Loads (lb) Vert: 13=-513(F) 12=-1326(F) Q WARNING - Vwlly dedgn paranWom and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE CAGE NO. 7473 row. lW3WIS BEFORE USE Design valld lot tree oNy vitt MlleM conneelas. 11th doslgn Is basad oNy upon parametors shown. and Is lot an hdlvkkxA b tAding component. not � a buss system Belae use, the btlldhg deslgnm must verity the altftlk al)llty of design palamelets and pol:"ly hcmlwtale tth design Into the ovetdl btAdhg design. ®achg twlcated Is to prevent txrcWv of Irxllvklual truce web atd/a chord membets erly AdUtlorxl temporary arta permanent brochg MiTek' Is always rotpbed for slobOty and to prevent collapse with possible persoml k*xy ax7 properly dcanage. fp general quickme regat&tg the tabrlcollm storage, delNery. moctlon axt brochg of Inrsses arxi ftm systoms seeANSIMI I Quality CAterla, D$6.89 o M SCSI luBdhg Component 6904 Parke East Blvd Safety IMormaton avallalle tom lust Plate ttstlMe. 218 N. lee Street. Salle 312 Alexatdrkl VA 22314. Tango. FL 33610 obFuss CSI. Fuss ype ty ply BC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - 710650623 780290 R15 Hip Truss 1 1 I 1755324053 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=1173IMechanical, 2=1249/0.4.0 Max Horz2=85(LC 12) Job Reference bona) auncers 1-rrs15ource. r amps. From cay.1-101100 Jpzbb i esv s Apr iv zv1 b mi r es rnausmes. mc. woo mer 1b ve ewza zvi i rage r I D:Zl7yacf f3rgl5yObD EG6BuzOU16-YZmRiYCg3ghxY7Y EnRgbZ1191hbXbxl Y W 3ZnVIzaII P •1-0-0 7-" 9.4-0 16.4-0 r 10.0 ! 7-0-0 + 2.4-0 7.0.0 Scale = 1:29.0 5x6 = 5x8 = 30 = 3x6 II 3x4 = 3x6 II 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 7.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - Is dsways requited lot stablllly and to pnevenl collapse vAlh possible persorxi k1pAy arta property ddundspe. For general guidance ieWsdrlg the TOP CHORD 20 SP No.1 'Except' labrIcallon, slaoge, delivery. erectbn aril baclng of Inrsses and Inas systems, seeANSI/IPI I GuOely criteria. DSS -89 and SCSI Building Component 3-4: 20 SP No.2 Solely Informa0on available horn truss Rate kstlMe. 218 N. Lee Shoot Sulte 312. Alexandria. VA 22314 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=1173IMechanical, 2=1249/0.4.0 Max Horz2=85(LC 12) Max Uplilt5=-403(LC 9), 2=-442(LC 8) Max Grav5=1273(LC 16), 2=1331(LC 15) FORCES. (lb) - Max. CompJMax. Ten.. All forces 250 (Ib) or fess except when shown. TOP CHORD 2 -3= -2448f759.3 -4=-2060/697,4-5=-2438f752 BOT CHORD 2-8=-609/2129,7-8=-604/2096,6-7=-604/2096,5-6=-612/2130 WEBS 3-8=-198/844,4-6=-192/832 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.17 5-6 >999 240 MT20 244/190 Vert(TL) -0.32 5-6 >596 180 Horz(TL) 0.06 5 We n/a Weight: 63 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuli=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever telt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 5 and 442 Ib uplift at joint 2. 8)'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 Ib up at 9-4-0, and 676 Ib down and 223 Ib up at 7-0-0 on bottom chord. The design/selection o1 such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured pr6duct is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-120(F=-66),4-5=-54, 2.8=-20, 6.8=-44(F=-24), 5.6=-20 Continued on Daae 2 Q WARNING- yoilty dodgn Patamotoro and READ NOTES ON THIS AND INCLUDED KrfEK REFERANCE PAGE M67473 rov. 1003/1015 BEFORE USE Design valld lot use ordy vnth Mllek® connectors. lNs deslgn Is lased only upon powmetons shown, and Isla an individual building componeril, not a buss syslem. Belore use. Iho IAACDV deslpner must vedfy the opplicaliYlfy of design pmaaneters and Ixoperly kscorpoiale thk design Inlo the overall buidrlg desIgn. Bracing Indicated Is to prevent txlaldklg of Individual puss web aril/or chord members only. Addlonal temporary and permanent baxsklg WOW Is dsways requited lot stablllly and to pnevenl collapse vAlh possible persorxi k1pAy arta property ddundspe. For general guidance ieWsdrlg the labrIcallon, slaoge, delivery. erectbn aril baclng of Inrsses and Inas systems, seeANSI/IPI I GuOely criteria. DSS -89 and SCSI Building Component 6904 Parka East Blvd Solely Informa0on available horn truss Rate kstlMe. 218 N. Lee Shoot Sulte 312. Alexandria. VA 22314 Tempo. FL 33610 Jobruss Truss ypey Ply a truss system. Bofao use. the Ixgdhg design must vedfy the cq)lA1cal711ty of design Imatnefers arid IHoperly Incorporate Ods design Info the overall briding design. Racing kx9oated Is to prevent blctdIng of Ir1UMUual buss web and/or chord members only Adallonal lempotary and permanent tlractrtg MiTe k' Is always regtlred for slatAlty arta to prevent collapse with posMie personal ir>♦rey arta properly dtsnage. For general guidance regtsdlng the 710650623 7B0290 Rt5 Hip Truss 1 1 755324053 Job Reference tonal eaxders F113150U(Ce. Tampa. Fiord Gay. Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-475(F) 6=-475(F) 7.640 i Apt 19 2016 Mrrek Industries, Inc. Wed Mor 15 08:29 24 2017 Page 2 ID:ZI7yacf t3rgf 5y0bDEG6Buz0Ul6• YZmRIYCg3ghxY7Y EnRgbZt?g?hbXbxjY W 3ZnVIzaI1P Q WARNING • Vorlly design parameton and READ NOTES ON THIS AND INCLUDED MrrEK REFERIINCE CAGE M&7073 rov. I&MOI6 BEFORE USE Design valid let use only wllh Mllekr9 conneclors. ills design is based only upon parameters shown. and Is rot an Individual b1Ad01g component. not � a truss system. Bofao use. the Ixgdhg design must vedfy the cq)lA1cal711ty of design Imatnefers arid IHoperly Incorporate Ods design Info the overall briding design. Racing kx9oated Is to prevent blctdIng of Ir1UMUual buss web and/or chord members only Adallonal lempotary and permanent tlractrtg MiTe k' Is always regtlred for slatAlty arta to prevent collapse with posMie personal ir>♦rey arta properly dtsnage. For general guidance regtsdlng the fabrlcolbn sleago. delivery. erection and bracing of trusses anal buss systems. seeANSI/IPIl Dually CdfwkL DS8.89 and BCSI 8ulltling Component 6904 Pork& East Blvd Safely Information ovallablo from buss pate Institute. 218 N. Lee Street, Stlte 312, Alexandra. VA 22314 Tompo. FL 33610 Job puss puss ype y ply 1.25 Rep Stress Incr YES Code FBC2014/TP12007 WB 0.20 Holz(TL) 0.04 710650624 780290 1'.20 Hrp Truss 1 1 I 1765324054 TOP CHORD Structural wood sheathing directly applied or 4.2-11 oc purlins. BOT CHORD Job Reference(optional) Builders FrratSource. Tempo, Plein City. Florida 33566 7.640 s Apr 19 2016 Mifek Industries. Inc. Wad Mor 15 08.29:25 2017 Paye 1 I D:ZI7yac113rg15y0bDEG6Buz0U16.1IKpvuDTgzpoAH7RLPBg54XMh5y0KPthllIK2Czalt0 •1-0-0 6.9.13 9-0-0 10.8-0 12.4-0 14:2 3 21.4-0 22.4-0 1 0-0 6.9.13 2.2.3 1.6-0 t 8-0 2.2.3 6.9.13 1-0-0 3x8 i 2x4 11 3x8 Scale = 1.39.0 30 G LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 WB 0.20 REACTIONS. (lb/slze) 2=837/0-8-0,8=837/0-8-0 Max Harz 2=-96(LC 17) Max Uplift2=-210(LC 12), 8=-210(LC 13) 30 CSI. DEFL. In (Ioc) I/dell L/d PLATES GRIP TC 0.75 Verl(LL) -0.21 8-10 >999 240 MT20 244/190 BC 0.77 Verl(TL) -0.57 8-10 >436 180 WB 0.20 Holz(TL) 0.04 8 n1a Na (Matrix) 6904 Parke East Blvd. Weight: 91 Ib FT = 20% Tarrpo. FL 33610 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1179/273, 3-4=-955/224, 4.5. 829/208, 5.6. 829/208, 6.7=-955/224, 7-8=-1179/273 BOT CHORD 2-10=-217/989,8-10=-154/989 WEBS 5.10=-831527 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interfor(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 210 Ib uplift at joint 2 and 210 Ib uplift at joint 8. 7) "Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Igl Q WARNWa - vedty dowf in parometen and READ NOm ON 7NIS AND INCLUDED M/IEK REFERANCE PAGE 011I.7473 rev. I&ONV IS BEFORE USE Design valid la trse only vAth Milek® connectors. Bills design Is lased only upon mamelers shown, and Is for an Individual lauding component, rat wt o htas system. Belau tan. the It bilin t deslgnop must verity the alAAlca filly of design paarnelen and ptropedy Incalorate Ih6 design into the overall building design. Docing Indicated Is to Ixevent budding of Individual Inas web and/or chord members only. Additional temporary, and permawnt txaatng WOW Is always retplred Ier stability and to prevent cdktpso with posd7le personal hpry amp properly damage. Fon general guidance atgadi ng the labrMratlon. storage. delivery, erectbn and bracing of tnrsses and Inns systems seeANSI/TPl I Quality Crltarlo, OSB -89 and OCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Salle 312, Alexandria, VA 22314, Tarrpo. FL 33610 Job rubs Truss Type ty LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 20 SP No.2 710650625 780290 R21 Hip Truss Tomp&. FL 33610 I 1 755324055 REACTIONS. (Ib/size) 2=163610-8-0,6=1636/0-8-0 Max Hort 2=77(LC 12) Job Reference o trona GUrro&D ►rr&ISOurce. Iorrpa. Yranl Gay. Ylorloa 335o6 7 540 & API 17 2016 MOOK InOa&irr&&. Inc. w&d Mar 15 0827:25 2017 P&ge 1 I D: Zl7yacf t3rgf5yObDEG6BuzOU16- I lKpvuDTgzpoAH 7 RLOBg54XJSSzZKM?hill K2CzaltO •1-00I 7-0-0 I 10.9-0 14.4-0 I 21-4-0 I22-4-0 1.00 7 0-0 3 9-0 38-0 7-0-0 1-0-0 Scale = 1:39.0 Sx6 = 30 = Sx6 = 3x6 = 6x9 = 4x6 = 6x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 TCDL 7.0 Lumber DOL 1.25 BC 0.74 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 BCDL 10.0 Code FBC2014lrP12007 (Matrix) DEFL. in Vert(LL) 0.11 Vert(TL) -0.43 Horz(TL) 0.10 (loc) I/dell Ud 2-10 >999 240 8-10 >582 180 6 We We PLATES GRIP MT20 244/190 Weight: 94 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1.7 oc bracing. BOT CHORD 20 SP No.1 Safety Information ova lki>te from Inas Plate I nsOMe. 218 N. Lee Street. Suite 312. Arexandtta. VA 22314. Tomp&. FL 33610 WEBS 20 SP No 3 REACTIONS. (Ib/size) 2=163610-8-0,6=1636/0-8-0 Max Hort 2=77(LC 12) Max Upllll2=-562(LC 8), 6=-562(LC 9) Max Grav2=1696(LC 15), 6=1696(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3224/979,3-4=-2721/894,4-5=-2721/894,5-6=-3224/979 BOT CHORD 2-10=-840/2865, 9.10- 1003/3052, 8.9=-1003/3052, 6.8=-794/2814 WEBS 3-10=-280/1199, 4-10=-414/312, 4-8=-414/312, 5-8=-279/1199 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B, Encl., GCpi=0.18, MW FRS (envelope) gable end zone; cantilever telt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 fall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 Ib uplift at Joint 2 and 562 lb uplift at Joint 6. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 Ib up at 14-4-0, and 676 Ib down and 223 Ib up at 7.0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). 10)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=118(F=-64), 5-7=-54, 2.10=-20, 8 -l0= -44(F=-24), 6-8=-20 Concentrated Loads (Ib) Vert: 10=-475(F) 8=475(F) A WARNING • V0rll71009. pammalms and READ NOTES ON MIS AND INCLUDED N/►EK REFERANCE PAGE N67473 rov. I&MW IS BEFORE USE ' Design valid lot use, only with Mllek® connectors. This design 6 Ixaod orgy upon parameters shown. and Is la an IndlvlcRral building component. not a truss system. Before use, the Irilding designer must verlly the opllAlcalAlty, p of design aramelers and prop mly trrcorporalo IHs design Into the overall Ixldfrng design. Bracing Indicated Is to prevent budding of Individual Inas web and/or chord members only. AdUIIon l temporary and permanent bracing Welk' Is always recFdted lot stability aril to prevent collapse wIM possblo personal it*N and rxor>Wy damage. for general guidance regarding tho lallrlcallon. storage, dollvery, etectkxn and bracing of masses anal Inas systems, mANSI/TPI I Quality Cdfwlo, OSS -89 and IICSI Building Component 6904 Pork& East Blvd. Safety Information ova lki>te from Inas Plate I nsOMe. 218 N. Lee Street. Suite 312. Arexandtta. VA 22314. Tomp&. FL 33610 Job ruse TFUSS Type oty Ply (Ioc) Udell Ud 12 >999 240 12 >999 180 11 We We PLATES GRIP MT20 244/190 Weight: 164 Ib FT = 20°0 LUMBER- BRACING - biding design. Bracing fndlcated Is to prevent brclding of Indlvldud truss web and/or chord rnombirs only. Atldllonol fempaay and permanent btaclng TOP CHORD 20 SP No.2 T10650626 T80290 RFO1 Flat Truss' and verticals. 2 755324056 Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except 01=length) 11=0.4.2. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 11=•194(LC 4) Job Reference Donal Budden Frrssource. Terrpe, Pimd Cay, Florida 33566 7.640 s Apr 19 2016 h0ek Industries. Inc Wed Mar 15 08:29 26 2017 Page 1 ID:Z17yacff3rgf5yObDEG6BuzOU16-VxuB7EE5bHxtnRhdusi3el4dCVKB3psr N2uaezaIIN 2-1-12 I 6-1.12 8•ad 11.2.11 13 .2.11 15.9.3 + 18.5.7 2.1.12 2-0-0 2-" 2.6.8 2-6-8 2-0-0 2-" 28.4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 30 = 3x4 = 5 6 Scale = 1:31.5 30 = 19 8 20 9 10 3x4 = 30 = 11 16 17 16 15 14 3x4 = 3x4 = 30 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.38 BC 0.59 W B 0.41 (Matrix) Design walk! rot use only vAth Mllek®conneclots. lids doslgn b based only upon parametersshown. and h for an hdivldtiol building compononl. not DEFL. in Vert(LL) 0.06 Vert(TL) -0.14 Horz(rL) 0.04 (Ioc) Udell Ud 12 >999 240 12 >999 180 11 We We PLATES GRIP MT20 244/190 Weight: 164 Ib FT = 20°0 LUMBER- BRACING - biding design. Bracing fndlcated Is to prevent brclding of Indlvldud truss web and/or chord rnombirs only. Atldllonol fempaay and permanent btaclng TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except BOT CHORD 20 SP No.2 6904 Perk* East Blvd. and verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except 01=length) 11=0.4.2. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 11=•194(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1440(LC 1), 17=956(LC 1), 16=366(LC 1), 14=2724(LC 1) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4368/329, 7-19=-4368/329, 8.19=-4368/329, 8.20=-4368/329, 9.20=-4368/329 BOT CHORD 13-14=-113/2789,12-13=-329/4368.11-12=-339/2476 WEBS 2.17=•816/0, 3.16=-450/0, 4.14=-967/2, 8-12= 996/114, 7-13=-799/83, 6-13=-246/1795, 6-14=-3289/126, 9-12=0/2151, 9-11=-2749/382 NOTES- (13) 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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for Wind loads In the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2.0.0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2.0.0 Wide Will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 194 Ib uplift at joint 11. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 272 Ib up at 13-7-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 13) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 WARNING . yerllT design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MP -7473 rev. Id03W IS BEFORE USE ' Design walk! rot use only vAth Mllek®conneclots. lids doslgn b based only upon parametersshown. and h for an hdivldtiol building compononl. not oetly hcotporalo mk design Into the overall o truss use.ner system. Bolote e. Iho WIdIng desigmust verity the opplIcablilty of design, paamand nd Irp biding design. Bracing fndlcated Is to prevent brclding of Indlvldud truss web and/or chord rnombirs only. Atldllonol fempaay and permanent btaclng WOW Is always ioctuired la stcdAlly and to prevent collapse wllh posWe persond W*jiy aril property danage. For generd gt4dcmo regading Nye lab4callon, storage. delivery• eroc=lon aril baclrV of tosses and Inas systems wANSI/iM i Cuat y CAteFks, DSB-89 and BCSI Bundling Component 6904 Perk* East Blvd. Salary Information avaltatAe horn truss Ptate Inslllute. 218 N. lee Street, Sulle 312, Alexandria. VA 22314. Tomps, FL 33610 Job I russ runs ype ty Ply a hath system. Boldo use, the IxAdIng designer must verify the al:fllk;orAlty of design Diameters and lxoperly Incogwrafe this design Into tho overall Hiding design. ®acing indicated Is to prevent huckling of hxlMdual Ines web and/or chord members only. Additional temporary and permanent Gocing MiTek' Is always regtbod for stability, and to prevent collapse wllh possible personal Injury anal properly damago. Fa guneral guidance regurdinp the 710650626 780290 RF01 FklTrusa 1 n G Job1765324056 Refer Job Reference(optional) Isuaders Fast50urce. Iantpa, Plant Gay, FI01100 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1 -19= -324(F= -96),19-20---150(F=-96),10-20=-54. 11.18=-20 Concentrated Loads (lb) Vert: 20=-845 7 640 s Apr 19 2016 Mllek Industries. IM. Wed Mar 15 06'29.26 2017 Page 2 I D: Zl7yacff3rgl5yObDEG6Buz0U16-VxuB7 E E5bHxtnRhdusi3el4 dCV KB3psr_N2uaezaIIN Q WARNING - Voda dearpn param m and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. Iooa20IS BEFORE USE Design valid for use only with MnekO connectors. Thio doslpn Is based only upon Daamoters YWwn. and Is for an Ix00" bxiding compononf, not a hath system. Boldo use, the IxAdIng designer must verify the al:fllk;orAlty of design Diameters and lxoperly Incogwrafe this design Into tho overall Hiding design. ®acing indicated Is to prevent huckling of hxlMdual Ines web and/or chord members only. Additional temporary and permanent Gocing MiTek' Is always regtbod for stability, and to prevent collapse wllh possible personal Injury anal properly damago. Fa guneral guidance regurdinp the falxkollm stooge. dolivery, erection and biochip of Irtmes and Inas systems. weANSI/IPI I Cua9ty, Criteria, OSS -89 and SCSI Sulltllng Component 6904 Pork& East Blvd Safety Information ava9aMe from Trus Plate Institute. 218 N. Lee Stseel, Suite 312. Alexandria VA 22314. Torrpa. FL 33610 Job russ Truss ypery 1.25 ply 1.25 Rep Stress Incr NO Code FBC2014/TP12007 Vert(TL) -0.2013-14 >814 180 710650627 780290 RF02 Had Hip Truss 1 1 755324057 Weight: 113 Ib FT = 200% BRACING - Job Reference (optional) Builders FastSource. Tempo, Plant Coy. Fbnda 33566 7 640 s Apr 19 2016 NGfek Industries, Inc. Wed Mar 15 09:29:27 2017 Page 1 ID-Zl7yacff3rgf5yObDEG68u zOUf6.z8SaKeEIMb3WPbGpSaDIAVdtsveGoB7_C1nR64zalIM 1-0-0 7-0-0 10.4-0 138-0 15.10.7 182.10 208.9 1 _0 7-" 3.4-0 3 4-0 2. 2.7 2.4-3 2.515 5x6 i 3x8 = Scale a 1:36.1 20 II 6 6x8 = 30 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 Vert(TL) LUMBER - TOP CHORD 20 SP N0.2 'Except* 1.4: 20 SP No.1 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 SLIDER Left 20 SP No 2 3.7.5 17 30 = 3x4 = 30 = C C py 7 3x6 = 2x4 II 3Xe = 20 II CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.96 Vert(LL) 0.0713-14 >999 240 MT20 244/190 BC 0.72 Vert(TL) -0.2013-14 >814 180 l always tectubod lot sktAlty and to pievenl collapse wilh pos971e personal auliay and property damage. For g wad guidance regaling the WB 0.73 Horz(TL) -0.02 17 n/a Na Solely Intormation oveAL"o aan truss Plote InslWte. 218 N. boo Street. State 312. Alextmdda. VA 22314. (Matrix) Weight: 113 Ib FT = 200% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4.5-9 oc bracing. REACTIONS. (lb/size) 11=1446/0-4-15,2=-520/0-8-0.17=2459/0-11-5 Max Horz 2=291 (LC 8) Max Uplift2=-738(LC 20), 17=-72(LC 5) Max Grav 11 =1 478(LC 15), 17=2459(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1802,3-4=0/1822, 4-5=0/1628, 7-14=0/443, 7-18=-1221/54, 18.19=-1208/52, 8-19=-1203/58, 8-20=-1682/0, 9.20=-1682/0, 9-21=-168210,10-21=-1682/0, 10.11=-148210 BOT CHORD 2-17=-1587/0, 16-17=-535/0, 15-16=-45/1065, 14-15=-45/1065, 13-14=0/1682, 12.13=0/1682 WEBS 4-17=4 103/117, 5-17. 1638/15, 5.16=0/646, 5-7=0/675, 7-16=-1694/0, 8-14=-607/0, 9-12=-791/0,10-12=0/1912 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=151h Cat. II; Exp B; Encl., GCpl=0.18, MW FRS (envelope) gable end zone; cantilever telt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed lot a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 738 Ib uplift at joint 2 and 72 Ib uplift at joint 17. 7) 'Semi-rigid pllchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s). The designtselection of such connection device(s) is the responsibility of others. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 L;onunueo on Daae Z Q WARNING- Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE M67473 rev. 10031016 BEFORE USE, Design valid for tae orgy wllh Milek®conneclors. this design Is lased orgy upon pmameters shown. and Is too an YxiMdwl txtlding component. not Et a Otos system. Before uso. tho IxAcDng designer must verity Iho aprplicalAlty of design 1pameteos aril Ixopetly 1lcapa1ale 1116 design Into the overall btldblg design. Bracing Irlclkcated Is to prevent buckling of Intllvidusat huss web and/or Chad members orgy. Addtlalal temporary, old permanent Mocing M iTek' l always tectubod lot sktAlty and to pievenl collapse wilh pos971e personal auliay and property damage. For g wad guidance regaling the labrk;allm staago. Wivery, eiecllon aril bracing of Ruses antl truss systems. seeANSI/Wi I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Intormation oveAL"o aan truss Plote InslWte. 218 N. boo Street. State 312. Alextmdda. VA 22314. Tamps. FL 33610 Job russsuss ypety ply a truss system. Before use. Iho wldbv desl0rwr must vorffy Iho arolcabI"ty, of design 1>mameters and r>Iopetly Incorporate 0* design Into the ovoid" binding design. ®acing Irrdlcated is to prevent bucMing of trxlWual Mm web and/or chord members only. Additional temporary mut permanent bracing WOW Is always required for stability and to prevent collapse with posdble personal bday arxs properly damage. For genera" guidance regarding the 710650627 780290 RF02 HOM Hip Truss 110 t 1 1755324057 Job Reference trona" rrrsrxu¢e, iorrya, ram terry, rwrwa sa*oo LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4=-54, 4-6=-54, 7-10=-150, 2-11.20 Concentrated Loads (Ib) Vert: 10=-347 18=-200 19=- 134 20=-193 21=-266 r.wu s Apr ry zvro rvmeK mousmles. Inc Weo mar 1a va ze:zr zvt r rage z ID:D7yacfl3rgf5yObDEG6Buz0Uf6•z8SaKaEjMb3W PbGpSaDIAVdfsveGoB7_C 1 nR64zalIM 0 WARNING - VOW dadgn panmeten and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE Mit. 7473 rev, 1011MIS BEFORE USE Design valid for use only wnh MlleM connectors. Wits design Is based only upon pmamelers shown. and Is for an YtdM*Kg bulding comporxml, not 'S a truss system. Before use. Iho wldbv desl0rwr must vorffy Iho arolcabI"ty, of design 1>mameters and r>Iopetly Incorporate 0* design Into the ovoid" binding design. ®acing Irrdlcated is to prevent bucMing of trxlWual Mm web and/or chord members only. Additional temporary mut permanent bracing WOW Is always required for stability and to prevent collapse with posdble personal bday arxs properly damage. For genera" guidance regarding the fatMcollm storogo, delivery, erection and bracing of Inises arxi in= systems, seeANSUTPI I Quality Cdterlo. DSB-89 and SCSI BuBding Component 6904 Porke East Blvd. Safety Information ovallahte from suss Rate tnsllMe. 218 N. lee Street. Suite 312. Atoxandit VA 22314. Tanga. FL 33610 Job runs TrUSS Type Qty Ply TC 0.08 Verl(LL) -0.01 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 710650628 780200 Vol Valley Truss 1 1 1155324058 Weight: 5 Ib FT = 20% LUMBER- BRACING - Job Reference (optional) ounraers rusn ource. r arrpa, rranl txy, normae Bubb r.tAv S Apr 11r LalO mirex rnousrrres. inc. uvea mar 17 traxwef Lel r rage 1 ID:Zl7yaclf3rgl5yObDEG6BuzOU16.zSSeKaEjMb3W PbGpSaDIAVdstvoaoMV_C 1 nR64zaltM 2-" 2-" 2x4 2-0-0 Scale = 1:7.9 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) -0.01 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=50/1.10.8, 2=50/Mechanical Max Harz 1=30(LC 12) Max Upiiltl=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 9 Ib uplift at joint 1 and 24 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily dodpn paramelom and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NO -7473 rov. 1ND302015 BEFORE USE • Design valid for use only vitt Mnek® connectors. Ihb design Is based only upon parameters shown, and Is for an endlvldrial b tAding component. not o Oras system. Bolore use, the b uildlno designer must verily the cx3)lk;,sllly of design paamotors and Iropedy Incal>aato this design Into the over,, bJdtng design. Bating Indicolod Is to prevent buckling of Ondlvldud teas web and/or chord members only. Addtklnal lempaary and wmanenl bracing WOW Is always required for skrtugly and to prevent co,larAe wtih posstWe personal k*xy and property damage For general guidance regarding the labrk:allm storage, delivery, erectlon and brachy of Inusses and inrss systems seeANSIMI I Gua iy Crllorlo, DSB-89 and SCSI Building Component 6904 Parke Eosl Blvd Soley Information available from hus Plate Institute, 218 N lee Street. Suite 312 Alexandrks. V A 22314. Tornpo, FL 33610 Job Truss Truss Type ty Ply1 in (loc) 1/dell Ud TCLL 20.0 Plate Grip DOL 1.25 710650629 780290 V02 Valley Truss 1 TCDL 7.0 755324059 1.25 BC 0.08 Vert(TL) 0.00 2 n/r Job Reference (optional) Budden FbelSource. Torrpe. Plant Coy, Florida 33566 7.640 • Apr 19 2016 Wsk Industries, Inc. Wed Mar 15 08:29 28 2017 Pogo 1 ID:Zl7yaclf3rg15yObDEG6BuzOU16-RKOyXwFL7uBN 1 kr00HkX1j90018aXp77RhX7eXzaIIL 2.11.1 4-0-0 2.11-1 1-0.15 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 3 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 We n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=66/3-11-8,5=183(3-11-8 Max Horz 1=71(LC 12) Max Upl ft5=-76(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20"0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design o1 this buss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - VedlT dedpn poamebn and READ NOTES ON THIS AND WCLUDEO UREK REFERIINCE PAGE 111111,7473 rev. INO W 15 BEFORE USE Design valid for use only vAth Mllek® connectors. Otis design Is Lased orgy upon parameters shown, and Is for an Individual bedding component, not Hit a truss systorn. Befao rao, tho IAACNV desk;fm must verily the wlllicdAly of deOM ixramelen and Ixop erfy Incorporato 0% doslgn Into the overall fxAdtng design. backing Indicated Is to prevent twcldbV of O1d1vidual miss web and/or chord members only. Additional temporary and pormanonl bacUp M!Tek" Is always retalred for sW Wify and to pevenf collapse wllh pwsstAu personal lyuy and popery damage. For general guidance regard W tho fabdcatbn, storage, dellvery. erection and lxaclng of Prises and fens systems seeANSI/IPI I Quality Crlferb, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informakon available from truss Plate InstlMe. 218 N. Lee Shoet. Sulto 312. Alexandria. VA 22314. Torrpa. Fl. 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION -13 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or x-bracing, is always required. See BCSL C1-2 C2•3 2. Truss brocing must be designed by an engineer. For WEBS q p Ct„ wide truss spacing, individual lateral braces themselves may require brocing, or alternative Tor I C m y 0 r,� 3 O C bracing should be considered. _ p N O U 3. Never exceed the design loading shown and never braced trusses. a�° stock materials on inadequately 00 _ a0 C7-8 � cse 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate ~ BOTTOM CHORDS deSomerr,erectionproperty owner and plates 0-'4d' from outside interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in occord with ANSI/TPI 1. software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber sholl not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated. or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used sholl be of the species on d size, and Indicated by symbol shown and/or by text in the brocing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T Or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where beorings <�no (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of omens. 16. Do not cut or otter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI 1: Notional Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safe Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS%TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ' RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # *#1 7 2 Project Location Address: 0 1 9 ILo�Nc alp SANFORD #E0 Red Rose Lane o ', RTIII- 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.floridabuildin-g.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional marr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # (including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. offits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofina 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 eather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors / Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Ot Applicant's Name (Please Print) June 2014 l t G.T I ASIKO ftA n UMC4f 'a' aPN10!!AL t WMR aIIP IDA/ NIO AID- • Mf W Irarurrtal Irmraeeotl !yt 1sXnt r � atuTstta Comm=6*4 r — — — — u. LI Y to AtFo 1 6 j UTtI. ® L ---J L ---J I atmrrXmm�ar: �iNo a aPlaitm�ru y r`1=� os DR 6ewar Iaracafwmf svf' k+o am tlt6tnWE 1 aYismt I ometzofala�o I I ac M. BATH DEN IIS I FLA ronwecBfiRY I 5 Xr� ct I fa P-�- awl ac O to•-1'.fo._•. d Tj NAM SUM W IIG ft -♦'FLAT a,6 v • V-4'PL1. Xt.1 II, �. I u' -o .1r-♦ I B °D ! *.l. SUIDIDf,Ir�/ V-♦• /r.T ac. T4 I I °° A4f y SON '' FoveR WAIT FLAT a.G N!! — fDlWJ Yom• I r________- 02 IDIO L!•1'NIa4 Kl1Xa1 44 EUIrl NGt n00t� I fYNIAA r011Q08 amItam \ ♦ fpi♦�RTGIX 1 I '• M 1 i I IDnrofau �suw DOtY rI[Ke rsrorr ♦ ♦ � . 1 !r NATOI I ♦ � taurtam 1I I. ♦ D A� I v1FTItomt 1SNOQ f• l 11 WAGE- w%7 AGE-I Q1 afrtf7 ac t>6 ♦., f I v-4• fu.>+1.I 1„ t LANAI FAMILY ROOM ff"Ilm 1 DINING I ♦. MOEN 1 '- R 1!'-f•.f1'-O' fdl0li' I to'-r•.N'-D• �♦ Y-♦• FLAT a.0 -PLT. 11.40F 1 g1 t-fiTCRT YOlU1E I Y-♦' MT CLQtwo I — 1 f1illrt gl I e .wraaene gmtaly� I I I " Gt1FIf i nuu1 B 1 atAu 1 �. I{a JIM v I yl *\ 1 II I i ' `eortulMtt I I 1 AT 1,1 . t101{t b I �1 Q0 arm I b -OK O ar ________ - con - ---- rat f•aw wnlctD Ton lrt a AAf.o_n... Kfi I0 AT lW rolYllRat !'�• `� Y1•r Nit- V r alt. ILL (Urea mol a'omm amosm folly"M RAlFWt•WEVIN -17 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS * � >d r• )T• s3• VUINDOw CALL -OM X. WV64 NSR vSu 37D9I -091 &73391 7) Sl 3391 = 3 p 5r 3 6)' g N 50 &734 SW 24 SO 3191 1591 &73691 h9a 35511 � z V. 1691 &73691 XW 3691 >k GL.YER:Tftl50'J1fOfH11Yt5fORI1l1R�W6 MW WES AAV MIALLAIIRI WIT VARY PER Z KWACTLLffRAADSPE rAlV6 KRR f0 RCOR FLAIR FGR SME OF a'M' IND f5IDY - H!G•SIL CASM • CSW. OR FKD UA55• FW w nt ra.aor n n t� ot`a-n e� faowr ' V I Q DAA I =1 mrTATrfI.6T NA amlltll.va s10! o.v�.vrD m. no4flalwtrltaomuc tr+..as. ttW .wra vnrrn�.eNnraw Vl " O Lu i Alm 0s -r 0 z le0eroeatw M��y� 0 f a�onaena W Z Ie ce O ce = 0 Ln 0 M Tarallle LEGEND 0 hurt mu ® J 1 MAN FLOOR 14615F. 2S 8S UPPER FLOOR 11155F. TOTAL LIVING 25025F. GARAGE 4555F. a� LANAI 1395F. trAw aoM rtaw nofls ENTRY 115F. - TOTAL 5a FT. 32415F. MAIN FLOOR PLAN NOTES 2A1 GARAGE LEFT TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS >k 10• H• 3t'� b� WINDOW CALL -OUTS M• 11SFA ?VZFG 3ObF4 406 FA 34• VOFG WOM 3020FA 4WOFG C) 36• WS14 WAN 303091 103094 46• 040511 1010 SN 304064 40/094 60• VA 50 no 94 3" so 4s" 54 1P 060 9F 1060 04tube 54 1069 94 :k GC. YER4T ROJW CFB4'Yf+FOR Hl FADOL'fx MA.UM UZES ASD OSIA11ATMAT VARY PER t4WACIM AN) WFILA10a O Z , RFM10FLUORFL" FCRSITLECFU.DW USED f5XLE W6-60. f A+M- M. OR FDO (A A-16- FW F:rLjl� Lo (IEARLm0.`Y+IEws �c N RAUDY11iUM UE OTM0 AN MAW "mela.m MEkaaIDfllraaiIf "..6w va MIAAa lQat of lam MM 0A[a 24 NMIAa IUfxb nEA NlalllaN KL M MAWD.a MMU 6E Mr01 N Wd11E ULOY6lc4Qa, a9t0F QCMDa IaaalaWl ca mrlavara laq AlarMr6 aA1 N UMPIHexDae Ad{FQ1fA 9f IW1fat16tr/1IDFSa M F/nm naa rtA 16c4t . la mml new e» um 11C/=,*Kra 07RT Nwbc IialUMO AUFT Ia.f91FMA • �,..� a>eaxmr uo nr door u n � t aNsm � V II %AVIS DEWS DWG. GOVT aDafATD[IM.Tf OAiMRDOIAaA alvr d.Ra. YOD M% WMIYL�VRAltl]A / 4V W 0 Oz m 0 rZ Z 1-4 oce _0 F- G/ I LL ��0 J oQJ < 1.2585-11 AIIL • UY[Ir rLGaT PIN! WIIS UPPER FLOOR PLAN NOTES 2B1 rah rr.1f GARAGE LEFT Florida Building Code Online 6 V ! j A c Page l of 2 V Professional Regulation- r� (K)1iCklId SM tome I tog in I User Registration i Hot Topics I Submit Surcharge I stats b rests I Publications I FOC SroR I SM Site Map I Link I Search I Busine%A Product Approval Professi i al 0URR: PuW1cUser Regulation > PneA` or IpaIlot—tmi e.11Ub > ApalcMitin List > Appllotlon oegd FL ft FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMD International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 (727)458-0544 benmeng80yahoo.com Authorized Signature Xianbin Meng benmeng8®yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Ni Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed • Frank L. Bennardo, P.E. the Evaluation Report Florida Ucense PE -0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Ri Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect FJ 14239 R33 Eauly EaWv.odf https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETMC CENTER OF THE 7 MECHANICAL UNIT. l7 MECHANICAL UNIT MUST BE w SQUARE OR RECTANGULAR. _ NO IRREGULAR SHAPES• = N IO m �zj MOST STRUCTURE OES11- / BY OTHERS. SEE DW I.-/ FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 7SLB MIN. WEIGHT, /_MECHANICAL UNR /PER SEPARATE CERT IFICATION, TYP. TEENIER OF GEE DESIGN $CMFOULEFOR GRAVITY SURFACE AREA AN DESIGN AREA AND DESIGN PRESSURE, TYP. STEEL TIE -GOWN CUPS. SEE DETAIL V3 IL 2/3 J• 2,2 FOR CUP INFORMATION, 3 TYP. 3• MAX rR. rMAX TYP. AMAX d•\tLsS� TYP. i TIE -DOWN ISOMETRIC TYVEQFOLPANONLMaea clros 1 L• . 1.O• ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES Ct•G ON SHEET 3 TIE -DOWN CLIP DIRECTIVE EXAMPLE IVER M OHIIM LUWIL uNr THAT OOINwR/ s TO rNE DIM�ENSIONNREu�ILITONSA90 DESIGN QTiE11LA us ED HEREEUR. SEEBLE ESSHEETINSTALLATION R HEIGHT, SCMEEOOUL�Esj MECHANICAL UNIT CRITERIA: ?"SIDER THE INSTALLATION OF (1) MECHANICAL UNIT wITH THE FOLLOWING OUTS IA. Wt.ITO MPH, EXPOSURE TF AB' TALL K IB• DEEP 14$1 WIOF. too LB (WEIGHT AS VERIFIED SY OTHERS) INSTALLED TO 2000 KI M R =C1ETE WITH (1)•2- CLIP AT EACH OOMER OF UNR (TOIM.OF N) CUPS) rMcwcwlYc: PROCEDURE STOP RESULT L DETHIMINE TYE CONNECTION TYPE lAXO ON TME OUGIAMS ON SHEET 2 NSTAL 3 INSTALLATIONISS TOTAIkOE0 FOR 4 VHRPMTD NM, E)0CSURE'B'. 1N15 DESIGN TRIS IA 2 DEfERMWE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORAESIONDS TO TABLE S RIA C ESP 7 DETERMINE LARGEST FACE AREA Of MEC1ANlCAL UNIT i0 0! INSTALLEDTHIS UNR HEIGHT OF 16• R EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF EB NOTE. TTO'S PRODUCTAPPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP A CHECK MAXTNUM UNIT WEIGHT RESTRICTION Of AN A/C STAND TWAT IN A MAXIMUN 70' TALL, IFAN AICSTANO IS UTILU= CHECK TD SEE THAT TWE STAND DOES NOT EXCEED 30" Am REPORT MINIMUM-- VN M ER l MIR "IOW D THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO LS R. THIS UNIT MAY BE METALLED ON ROOF•TOR IH N TER 6 DETERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION THANTIOHALLY, E M RACAL THAN EOR ANO LESS THAN l00 R. SQ! (•) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: =' THIS PRODUCT HAS BEEN DESIGNED M ACCORDANCE WITH ASCE 7.10 AMD TME BALDING CODE FOR USF WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ` INDICATED IN THE ACCOMPANYING DESIGN SOMEOUtES, THE DESIGN CRITERIA USF HxaRAre THE ALLOf►ABLE Root-tT3r NEtH711T1 ODIISIOERS ASQ 7.10 SECTION 29.S.M'�3 F'OR ROOF TOP MEGMS ai t110 R AND SHN:TON 29.5 FH3R 11001 Tw NEI(iFTS (1Q>H)O R E SECTION 79.1.1 FOR INSTALLATIONS AT G!DL (GCr�y..,'7.10 W(INIt TME IHTTFL (H.Yy 1.90 OURLOt THE IMIZ (GG_ by! ��?_FOR ALL IOCAT7o1FS (• ALL OTMq I ESWL VARIABLES ARE IN AII7DRwNQ WITH A= 7.10 DRAFTERS 26 B M. THE NEIGHS LISTED IN THE DESIGN SCHEDULES REPRESENT THE AUAWASLE HEIGHT OF THE BUILDING THIS PRODUCT APPROVAL ALLOWS FOR SKM UNIT TO BE INSTALLED ON A MAXIMUM )0- TALL MC STANO (OERTIFICATON BY OTHERS) ON TOP OF THE HEIGHTS USTED IN THE DESIGN SCMEDIAES. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED ANO SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF ME FLORIDA BUILDING CODE B ASCE 7-10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO ]3.V3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS sESIGN 3. OE5WM IS BASED ON t1lEM PROVIDED PROOUR AND OIE SHEETS FROM TEST REPORTS U:� I B BY TESTING EVALUATION LABORATORIES, INC , T SllO+Ti1V7101151Y17! 11T iT1EN APPROVAL BY THIS ENGLUM SMALL BF PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED MCREIN, ALL MECHANICAL SPECIFICATIONS ICLEAR SPACE, TONNAGE. ETC) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RE9PONSIBIUFY OF TM! CONTRALTM S. FASTENERS TO SE P12 X WOR GREATER SAE GRADES UNLESS NOTED OTMERWUL TAKONS REFERRED TO HEREIN SMALL Be TW WALOEX BRARO, CARBON STEEL ONLY. INSTALLED TO 3000 PSI MIM CONCRETE. SEE ANCHOR SCHEDULE FOR AP104OR AEQUIREMENIS, ALL FASTENERS SMALL NAVE APMODPRIATE CORROSION PROTECnOR TO PREVENT ELECTROLYSIS. 0,TEEL GRADE 0) WITH FV�33 IM OR SErfER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AM APPROVEO COAT OF PAIR, ENAMEL OR OTHER APPROVED PROTECTION. G90•RATEO C A1TING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7, ALL CORCRETE SPECIFIED MEREIN IS NOT FART OF THU CERTIFICATION. AS A MINIMUM, ALL CONCRETE SMALL BE STRUCTUM CONCRETE A- MIN, TMICt AND SMALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. B. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OUSMLAR MATERIALS TO PREVENT ELECTROLYSIS. 9. V eCnUCAL GTAM, LYMBN REVIRREO, TO BE DESIGNED E INSTALLED M 01"015. 10. THESUPERIMPOSED MALL S9 VERIFIED, BY THE DRUM OKTGMESLGM PROFESSIONAL AND is NOT DIOUDEO IN THIS CEFMFV AnOM,EXCER AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. it. THE SYSTEM DETAILED HEREIN IS GENERIC AMD DOES NOT PROVIDE U"RMAnON FOR A SPECIFIC STMF FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONAINCNON WITH THIS DOCUMENT. 12, OFTHOF EMNO�SUBSTRATE QBTREMOVED' THE 1� LIG COR�CTOR CONTRACO SMALLNTHAT OR ALTERED wATORPROOFMG ME14 MNE IS RESTORED AFTER FABRICATION ANO MRSTAILATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL HOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS W \TE:-TIGMTMESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR 13. FOR AN SMAHATION OF PO$�IESTHAA_M ACCOMPANY THE Wt WINDSPEEDS USED IN THIS QEE SECTIOOF AS - 10- ,c ro O tm go NK ,DWI ,.O Z FH J Q E;: ZH2H -m 0�= a11i Weak z'� 1--H CL E 1a ■1. d t 0 i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC �r 0 0.072' OR 0 0 0. THICK ASI ASTM A2B) STEEL TyP. n (3)•417 SAE GRADE S SHEET .FOR ANY CLIP (3)-012 SAE GRADE S .� SHEET METAL SCREWS LONGER THAN 10' FOR CUPS P LONG, 0.19' UTILIZE (5)-112 SAE _KETAL SCREWS FOR %��/!•'• I' TYP. GRADE S SHEET LONGER THAN A'. PROVIDE (5) METAL SCREWS, TYR, PITCHES MIN. PAST THREAD PLANE 0.060,STM A203 '' / • % FOR EACH SMS, TYP. THICK ASTM A293 STEEL TYP. STEEL CLIP, TYP. ' (L) OR (2)ANCHORS o0 1.: le 0 PER ANCHOR WO o GO (3)•012 SAE GRADE S SHEET METAL SCREWS H , • ,' FOR CUPS UP TOS 4 LONG. UTILIZE (5)•0 t2 SHEET METAL SCREWS FOR CUPS LONGER THAM s. TYP. I 1 Wo MOLE, WITH 0 ANCHOR FROM 1' CUP ANCHOR 0.7 SCHEDULE. Typ. ® (OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC �r 0 0.072' OR 0 0 0. THICK ASI ASTM A2B) STEEL TyP. n S."0 HOLES, NOT TO BE USED FOR ANCHORS. TYP. FACTORY -OM r Y'0 HOLES; CHOR y v.R� UTILIZE (1) OR (2) ANCHORS .'L S4 F'itpN 2' CLIP ANCHOR SCHEDULE TYP. O.w 2 2" CLIP ISOMETRIC DETAIL 3 j N.T.S. ISOMETRIC MECHANICAL UNIT By OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063 -TG MW. ALUMINUM SHEET WITH FHy-30 KSL 0.125 MIN. THICKNESS. STEEL MOUSING UNITS SHALL BE ASTM A653 Fy-33KSI MIN. STEEL. GRADE 33. 22GA MIN. (t-O.OZ9r). 0.068' THICK ASTM 4293 STEEL CUP, TYP. CASE OF UNIT SMALL BE FLUSH WITH BASE OF — 140 SPACE (3)•417 SAE GRADE S SHEET —METAL SCREWS FOR CUPS UP TO (3)-012 SAE GRADE S .� SHEET METAL SCREWS • FOR CUPS P LONG, UTILIZE (4)•012 SHEET SMALL BE ASTM A653 Fy.33KS( MIN. _KETAL SCREWS FOR %��/!•'• CLIPS LONGER THAN A', TYP. S."0 HOLES, NOT TO BE USED FOR ANCHORS. TYP. FACTORY -OM r Y'0 HOLES; CHOR y v.R� UTILIZE (1) OR (2) ANCHORS .'L S4 F'itpN 2' CLIP ANCHOR SCHEDULE TYP. O.w 2 2" CLIP ISOMETRIC DETAIL 3 j N.T.S. ISOMETRIC MECHANICAL UNIT By OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063 -TG MW. ALUMINUM SHEET WITH FHy-30 KSL 0.125 MIN. THICKNESS. STEEL MOUSING UNITS SHALL BE ASTM A653 Fy-33KSI MIN. STEEL. GRADE 33. 22GA MIN. (t-O.OZ9r). 0.068' THICK ASTM 4293 STEEL CUP, TYP. CASE OF UNIT SMALL BE FLUSH WITH BASE OF — 140 SPACE PERMITTED. TYP. i%i.%.• SUBSTRATE PER �ANCHOR SCMEDULE (VARIES) 1" TIE -DOWN CLIP /1—N ANCHOR DETAIL 3 3• . L'Ar DETAIL CLIP IS DESIGNED FOR FURL CONTACT WIN THE BASE OF EACH MECHANICAL UNI, TYP. MFCMANICAL UNI BY OTHERS, ALUMINUM (3)•417 SAE GRADE S SHEET —METAL SCREWS FOR CUPS UP TO S' LONG. UTI LIZF (5)•017 SHEET .� METAL SCREWS FOR CLIPS • /. % LONGER THAN 5'. PROVIDE (S) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TM SMALL BE ASTM A653 Fy.33KS( MIN. %��/!•'• ANCHOR PER ANCHOR SCHEDULE PERMITTED. TYP. i%i.%.• SUBSTRATE PER �ANCHOR SCMEDULE (VARIES) 1" TIE -DOWN CLIP /1—N ANCHOR DETAIL 3 3• . L'Ar DETAIL CLIP IS DESIGNED FOR FURL CONTACT WIN THE BASE OF EACH MECHANICAL UNI, TYP. MFCMANICAL UNI BY OTHERS, ALUMINUM HOUSING UNITS SMALL BE 6063 -TG MIN. ALUMINUM SHEET WITH FtY-30 KSI.0.125 (3)• A L2 SAE GRADE S SHEET MIN, THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4' SMALL BE ASTM A653 Fy.33KS( MIN. LONG. UTILIZE (0412 SHEET STEEL GRADE 33, 22GA MIN, (t -(L0299'). METAL SCREWS FOR CLIPS LONGER THAN A'. PROVIDE (5) • "' PITCHES MIN. PAST THREAD PLANE 0.0T2' OR O ur '' / • % FOR EACH SMS, TYP. THICK ASTM A293 STEEL CLIP, TYP. ' (L) OR (2)ANCHORS BASE OF UNIT SHALL PER ANCHOR BE FLUSH WITH BASE SCHEDULE OF CUP, NO SPACE PERMITTED" TYR. , • ,' SUBSTRATE PER \ANCHOR 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 r - 1•d' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. V z r+ J a 02d� Q Q NMN N w i ^ t: woo z~� cd i L m 9 TABLE 5 : Vult=140 MPH, EXPOSURE B (FOR USE WITH A RISK CATEGORY II STRUCTURE') UNIT Cl UNIT'S LARGEST RUGHT WIDTN At10WAKiROXM•TG►NEIGM 110 FACE --_ TTE-DOWRCONFIGUI ATIGNTTFE 6 FTr MAXUNUM—_••-•. 12' MIN WA 9 FT • 37' MAX SURFACEMEAOF UNIT UNIT Cl Cl p CA UNITS WIGEST HEIGHT WIDTH 60FT <H $ TO FACE ' ATGRADE• 6� 6FP 24'MAX 12'MOF N<1SFF •60FT HsL20FT HS200FT HsZODFT HS20OFT 9 FTI 32 MAX 15'Mao I AT GRADE NSZWFT HS2OOFT HS200 FT AFT+ HS200FT �• N 120 FT H520OFT NS200 FT 6FYI T Hs40 FT 160FT<HS200FTI N 120 FT N5200 F7 MSI00 FT H5200 FT 9 FTI AB'MAX 1A•MIN AT GRADE HS200FT H3200RY , 60:T<HS60 FT 12 FT I 1 AT GRADE HSZOOFT HSAO FT 60FT<HS200IT Hs200FT •I R' 16 WA HS200 FT HSISFT IMF T<HS200FT HS200FT 4 20 FYI � •_ _ N/A HS200FT 60FT<NsIBOFT HSISFT H520317 25 FTI N/A y Hs40 FT 6OFT<HSZOOFT ATGRADE WFT<NSSOFT HS2w FT 160'MAX AB'MIN 30 FT N/pH S 15 FT 60 FT < H 5160 FT AT GRADE H S 200 FT 36 Fr- WA ATGMOE AT GRADE H5200 FT 60 FT<H 5110 FT 'AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CFEO( WITH LOCAL AUTHORITY HAVING SUMWlCIION FOR THE APPUCABIUTY OF THIS TABLE WIIHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXP05URE D jr-OR USE WITH A RISK CATEGORY 11 STRUCTURE') MAXIMUM SURFACE AREA OF UNIT UNIT Cl UNIT'S LARGEST RUGHT WIDTN FACE I 6 FTr 24• MAX 12' MIN WA 9 FT • 37' MAX is, MIN N/A ARr HSAOFT 60FT <H $ TO ' ATGRADE• 6� _60 FT<H210 9 FTI I AS MM 2A' MIN ' WA 12 FYI WA _- T6 FTF N/A PC", WA 25 FTI N/A sr MAX 4' MIN - 30 FTI N/A _ 36FV —_ WA TABLE 6 : Vult=140 MPH, EXPOSURE C hj°1117°""arA (FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) ALLOWABLE ROOEIGHT(N)F-TOPN`yA - TIE -DOWN CONFIGURATION TYPE MAXIMUM _ IT U SURFACE AREA OF UNIT UNIT Cl C2 C3 C43 u UNIT'SLARGEST HEIGHT WIDTH FACE I " �•� 1 = e 6Ffl 2c MAX 12'MIN ' ATGMOE HS200 FT H5200 FT I HSZ00 9FTI 32'MAX WMIN N/A Hf200 FT 60 FT<NSZW FT Hf2ODFT ) , AFT' H 1200 FT H 1200IT H f 200 FT H S 200 FT AD W 9a� 6ih ATGIIADE ! Hs200FT HSI00 FF I HS200FT L6p FT<HSI80FT HES cc 9FT AB'MAX 2A•MIN AT GRADE NS200 FT HSAO FT 60 FT<HS200 FT HS200 FF �WF% OE 12 FT' NIA H5200 FT I60IT<HIS 140 r HS200R A 1�6� H/A 6p FT< ISFT fT ATGMDE HS200FT p ZO FTrN/A 60 FT <H S 200 RY AT GRADE H f 200 FT .Lu v AT GRADE ZS FH FTI N/A AT GUN' H S 200IT j 60 FT<HS140 FT WMAX Af MW I Q p ^3p FP N/A I ATGRADE I WA HS200FT a Z kZ 4 pI F I 36 FT' - _^ N/A I- AT GRADE - WA _EOfT<Nl20OFT r 6i l�. u��ui gVO Q 6E ' •• G $ Z z S H€� $ ALLOWABUROOF-IOPNETGHT(N) FZ'7+� k TIF -DOWN CONFIGURATION TYPE a, S C2 C3 I CA m .>r Hf200 Fi Hf30FT Nf100 FT :{{ BOR<113200FT• �St AT ISME H 5200IT 60 FT<H S 140 F1 HS 200 FT pl@d N5200IT HSZOOFT HS 100 FT I �a HSZOOFI HSZOOFT H1201FT NS13FT H5200 FF 60rt<H5=FTi Hf200R "SO" AT GRADE N f 200 FT 5o FT<NS200FT WFT<HSBOFTI j 14 i7 N/A N s ZOO FT A71Yf L rf EOFT<HSIOOR - 15-2378 AT GRADE AT GRADE HS200FT IOFT4H1200FT MY I- 60 AT GRADE R OE WA N f 200 FT FT<HSfO N/A WA MiAOFT 608<H S 20D FT AT GRADE N/A N/A 160R<HSIOOR ENGINEERING 4/14/2015 EA'I�I�ESS' BMP International — Steel Tie Doom Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site-specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW I2r" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 9S4-354-0443 WWW.ENGEXP.COM Florida Building Code Online Page 1 of 3 Professional Regulation N— r t p�p�s gas Home I U9 in I user Reps U- r Hoc Topa I soenuc sww�pe I Suess r.es I Pubnotlons I ret srsn I acts site wv I �6 15®nr I 8us1'68 Product Approval Protessilacl ® R. Pubk u Regulation >pm&a gw Alill6gMsm> Aooltatlon list > Appflwtlon DepD FL # FL2197-R5 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 (314) 851-7480 Ext 7480 dwert®mii.com Authorized Signature David Wert david.c.wert@mli.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 (314) 851-7480 dwert@mli.com Quality Assurance Representative David Wert Address/ Phone/Enrail 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 (314) 651-7480 dwert®mll.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation Entity Compliance Method Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence i4 2197 RS Col Certificate of Ude : deme for Evaluetion.odf Referenced Standard and Year (of Standard) Mandaind ]2I ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDyvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Crc 'SAFE Page 3 of 3 https://www.floridabuilding.org/pr/pr app dtl.aspx.param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC -ES ESR -1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by . hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. ICC -ES Evaluation Report LbK-14'111 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mll.com . EVALUATION SUBJECT: MiTekii TRUSS CONNECTOR PLATES: M46, M11 IS, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HST1e 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, 2006 international Building Code® (IBC) ■ 2012, 2009, 2006 International Residential Code® (IRC) N. 2013 Abu Dhabi Intemational Building Code (ADIBC) 'The ADIBC is based on the 2009 IBC. 2009 IBC code sections reverenced In this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTee M46 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 Inch (1.44 mm): Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTekm M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HS'rr: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 Inch (0.88 mm). Repeating 9/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC -GS rw1votlon Reporer are not to be conrrrued as r teeming oarhciic, or any arw oarlbutes not spec ftatly add -ed, nor are AQ to be conswed as on endorrcmcw of the subjcct cfthe upon or o recommendatlon for la use- 77mre am warranty by ICC Ebolua11on Service, ILC. crptrss cr tmpo1e4 as ro any j)nding or other ovaria le thb rcpW4 or m to any product covered by the repave Page 1 of 5 Copyright 0 2015 ESR -1311 1 Most Widely ACae ted and Trusted Page 3 of b TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAUUC-PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA EA AE EE Efficiency PoundstinchlPalr M-16 AND MII 16 PoundsllnchlPali FORCE DIRECTION Douglas fir-4arch Hem -fir 0.5 0.43 176 119 121 64 137 102 1 988 Spruce -pine -fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 122 Plates M-20 and Mll 20 Tension ®0° 0.70 Douglas fir -larch Hem -fir 0.5 0.43 220 185 195 148 180 129 190 145 Spruce -pine -fit Southern pine 0.42 0.55_ 197 249 144 _ 190 - 143 184 _ 137 200 M-20 HS, MII 20 HS and MT20HS Ma*ntun,Net Section Occurs over the Jii1W Dougtas fir -larch Hem ilr 0.5 6.43 165 139 146 111 135 97 143 109 Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For SI: 1lbrut= = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = plate perpefdWarto toad. umoil grain perpendicular to load 'All tnus'plates are pressed.Wo the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by ful4erribedmerd rollers, or combinations of partial embedment roller presses and hydradlc-platen presses that feed trusses into a stationary finish roller press. TABLE 2t -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND MII 20 M-20 HS, Mil 20HS.AN6 MT20HS Efficiency PoundsnnchlPair Efficiency PoundstinchlPalr Efficiency PoundsllnchlPali FORCE DIRECTION of Connector I of Connector I of Connector Plates Plates Plates Tension Values in Accordence with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension ®0° 0.70 2012 0.50 880 0.59 1505 Tension ® 90° 0.36 1013 0.47 820 0.48 1218 Tension Values in Ao ordencev h TPI -1 with a Deviation (see Sedlon 5.4.9 (e)) Ma*ntun,Net Section Occurs over the Jii1W Tension 6 00 0.66 1945 0.62 1091 0.67 1716 , Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 _ 0.54 1041 0.49. 574 0.43 761 Shear ® 30° 0.61 1173 0.63 738 0.61 1085 Shear ® 60° 0.73 1402 0.79 936 0.67 1184 Shear 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ®150° 0.35 672 0.46 544 0.3 537 For SI: 1 IbRnch = 0.175 N/mm, lincn = z5.4 mm. NOTES: 'Minimum Net Section -A line through the plate's tooth pattern wph the minimum amount of steel for a specified orientation. For these plates, this line passes through a One of holes. =Maximum Net SecOon - A line through the plate's tooth pattern With the maximum amount of steel for a specified orientation. For these plates, this one passes through a section of the plate with no holes. ESR -1311 1 Most IA eW Acne ted and Trusted Page 5 of 5 0.12V 0.260' 0500' 0 3f13'' 32emn 66mm 127mm 93nen %MWH M-20 HS, Mil 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Contlnued) ICC -ES Evaluation Report t5K-14-i it ram QUPPIW111W11L Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.on4 1 (800) 423-0587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mil.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, M11 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wale Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The Wee Truss Connector Plates M-16, Mll 16, M-20, M1120, M-20 HS, M1120 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code—Building and the 2014 and 2o10F 6ffde B610V. Code—Residential, provided the design and installation are in accordance with the Intemational'Building'Code. {iBC) provisions noted in the-master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. rurd ICC-ES Ebohnation Repors are not to be construed m representing aesthetla or any other attributer not spec�aolly addrvsed nor on duty too crortrt as an endommew oJdre subject of the report or a recon+mcndallon jar !s use Thune R no warranty b ICC &atwdon Service. = espreu rpt ano" %�i — to y lnding ar other salter in this report. or as to atWproduct covered by the report page 7 of 1 Copyright 0 2015 ICC -ES Evaluation Report r -0I`-' J r ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the intemauanul touon �vu►� DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com. EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009, 2006 international Building Codes (IBC) r!. 2012, 2009, 2006 International Residential Codee (IRC) ■. 2013 Abu Dhabi International Building Code (ADIBC)t 'The ADIBC is based on the 200918C, 2009 IBC rode secllons rerererowd in this repo,, are the same sections In the ADIBCi Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTekm M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles tothe face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (Q,4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS m: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, !CC.ES Evoluarbn Repos are not to be eomirwd as mprerentlng ourhsrla w arty aMr aivlbut" spsclJlwlly odQnsssd, nor on rheonls at an endorsement of the subject ofthe npan or a ree mmendationJor its rte. There b no uarran 1CC Evaluation Serrim,14C, s:pms ar 'pls to any flnding or other maser In Alt report, or as to any praduw covered by the repoK Page 1 of b CopyrightO 2015 ESR -1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibfin=IPLATE) LUMBER SPECIES SG AA I EA AE EE PoundslinchlPair Efficiency I M-16 AND MII 16 Efficiency _ " FORCE Douglas fir -♦arch 0.5 176 _ _ 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 _ 127 82 75 107 Southern pine 0.55 174 126 147 122 0.59 1505 M-20 and MI120 . 0.36 1013 1 0.47 820 Douglas fir -larch 0.5 220 _ 195 ' 180 190 Hem -fir 0.43 185 - 148 _ 129. 145 Spruce -pine -fir 6.42 197 144 143 137 Southern pine 0.55 249 190 164 _ - 200 _ M-20 HS, Mil 20 HS and M_T20HS_ _ Shear @ 00 Douglas fir -larch 0.5 . 165 146 135 143 Hem -fir 0.43 139 111 97 109 Sprucwpine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: tlblir? = 6.9 kPa. NOTES: 'Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. =AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to Ioaq, wood grain. perpendicular to load EE = Plate perlwdimilar W load, wood.grain perpendicular to load "AN truss plated are pressed into fhg wood for the fun depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by hill4mbedment rollers. or combinations of partial eaO"ent roller presses and hydrauti�.ptalen presses that feed trusses Into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency PoundslinchlPair Efficiency I PoundslinchfPalr Efficiency PoundsllnchlPair FORCE DIRECTION of Connector of Connector I of Connector Plates Plates . Plats Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 1 0.50 880 0.59 1505 enslon @ 9011 . 0.36 1013 1 0.47 820 0.48 1219 Tension Values In Accordance adth TPI -1 with a Deviation [see Section 5.4.9 (e)] Ma�dmuin Net Section Occurs over the Join? Tension @ 0° 0.68' 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 O Sz 1321 Shear Values Shear @ 00 0.54 1041 0.4g.- 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 _ 645 0.45 792 Shear 120° 0.48 . 914 0.42 490 0.34 608 _ Shear@ 150° Y r 0.35 672 0.46 _� 0'3 537 For SI: 1 ibnnch = 0.175 N/mm, linch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes throtigh a line of holes. 2Maximurri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 I Most Widely Acoepted and Trusted Page 5 of 5 8.175' 025W 0.907' 03W 3,2mm 04mm 12.7mm W3 mm loon 0o0 00o goo goo 00o pop poo 000 r— oOo 000 000 goo 000 000 0 �Ono ogDuo VdDTN M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC -ES Evaluation Report tbK-141i rtm, aupplVr1ifcrr1L Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.or I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mli.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST", recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR 131.1. -comply with the 2014 and 2010 Florida Building Code—Building and'tite'2014 and 2010,AWI a BuRding• Cod.—Residential, provided the design and installation are in accordance with the Intematlonal Building Code -{IBC) provisions.noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS7u' has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products•fallir�' ,under Florida Rule 9", verihcatio�► thet.the te",d hoWfequality assurance program.is audited by,a quaff,'asSuisricje',:eii6tjr approved. by the Florida Building C011inission for the type of inspections being. conducted ilia respgcnsibiUV,, of:aA:9pp*ed validation entity (or the code. o'#Wal'when the report.holder does not possess an approval Ay the Commission). This supplement expires concurrently with the master report, reissued in June 2015. lCC.ES Evaluation Reports on not to be construed to rep w "ling oeathetta or any *,her attributes no spwi is ice oddnetscd trot on thry m be eevutnted as on endorsement of the subject of the report or o recommen"on for lis urs. There b no ,varronry by ICC ff4wl orlon Swhe. LLC. "Press or Implied as to any fhtding or other ntatw to this report, or as to mry product covered by the report. Page 1011 Copyright 0 2015 ICC -ES Evaluation Report ICOK-1.31-1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or1 ( (800) 423-6587 i (562) 699-0543 A Subsidiary of the Intemanonal L=e c.ouncn DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 63 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, M1120, M-20 HS, Mll 20 HS, AND MT20HSTMr 1.0 EVALUATION SCOPE Compliance with the following codes: il 2012, 2009, 2006 International Building Code* (IBC) il 2012, 2009, 2006 International Residential Code* (IRC) ■, 2013 Abu Dhabi International Building Code (ADIBC)i tThe ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and MII 20: Model M-20 and Model M1120 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 Inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, Mil 20 HS, and MT20HSm: Models M-20 HS, MII 20 HS, and MT20HST1e metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-I4nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal; Each module has three slots, 0:45 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -Inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6:4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, /CC -ESS Evaluation Reports am not to be construed as representing aerrhert- ar any other attributes not specyicmry aameaea mr am u"r "o R '-" ' - , so an endorsement eche subject of rhe report or a reconrmendatlon for its use. There is no vatvanry by ICC Evaluation service, LLC. express Or implied as to airy finding or other matter in this report or as to arty product covered by the report Page 1 of 6 Copyright 0 20115 ESR -1311.1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' 4111 'IPLATE) LUMBER SPECIES SG AA EA AE EE PoundstinchlPalr I Efficiency PoundslinchlPaIr M-16 AND MII 16 PoundstinchlPair of Connector DIRECTION Douglas fir -larch 0.5 176 121 137 126 98 Hem -fir 0.43 119 64 102 Tension.Values in Spruce -pine -fir 0.42 127 82 75 107 122 Southern pine 0.55 174 _ 128 147 0.47 820 0.48 1219 M-20 and Mil 20 Tension Values in Aocadance with TPI -1 with a Deviation Isee Section 5.4.9 (e)] Douglas fir -lance 0.5 220 195 180 190 145 Hem -fir 0.43 _ 185 _ 148 129 _ 137 Spruce -pine -fit 0.42 197 144 143 _ Southern pine 0.55 249 190 184 Shear ® 0°_ 0.54 1041 M-20 HS, MII 20 HS and MT20HS " 0.43 761 Douglas fir -larch 0.5 165 146 135 143 109 Hem -fir 0.43 139 111 97 103 Sauce -pine -fir 0.42 148 108_ 107 150 Southern pine 0.55 187 143. 138 608 For SI: libAr? = 6.9 kPa. NOTES: 'Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, at as must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpe0idWar to load, wood grain perpendicular to, Iliad 'All truss plates are pressed into the wood for the full depth of their leeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by foll-embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND Mil 20 _ M-20 HS, Mil 20HS AND MT20HS FORCE Efficiency PoundstinchlPalr I Efficiency PoundslinchlPaIr Efficiency PoundstinchlPair of Connector DIRECTION of Connector of Connector I Plates Plates Plates Tension.Values in Accordance with Section 5.4.42 of TPI -1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 W7 0.59_ 1505 Tension 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Aocadance with TPI -1 with a Deviation Isee Section 5.4.9 (e)] Mmdmum Net Section Occurs ovair the Joins; Tension @ 00 -- 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 1 0 841 0.52 1321 Va Shear values Shear ® 0°_ 0.54 1041 0.49 574 0.43 761 Shear ® 300 _ 0.61 1173 0.63 738 0.61 1085 Shear ®-60° 0.73 1402 0.79 _ 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 120°0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Iblinch = 0.175 Nimm, lincn = z5.a mm. NOTES: 'Minimum Net Section - Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this firm passes through a line of holes. =Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates. Ws line passes through a section of the plate with no holes. Page & of 5 ES11 311 I Most Widel Accepted and. Trusted 0136' 0.33? 0-'W 0 366" 3.3 mm 6 e mm 13 7 mM 9`3"mm 1900 000 0.00 000 000 000 0 0000000 0 -000 000 000 -000 000 000 000 000 000 ,MUfH M-20 HS, MII 20 HS, MT20HS FIGURE 1 --APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC -ES Evaluation Report IcQR-' J 1 r r o Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o�a (800) 423-6587 (562) 699-0543 A Subsidiary of the lntemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63---Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeIeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below.. Applicable code editions: 1i 2014 and 2010 Florida Building Code—Building A 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS ons The WekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, described m riCode �8uciilyding 2.0'through.7:0 of the:rnasterev&14#on.teport,ESR-1311, imply with the 2014 and 2010 Florida..$# 9 and "*2M4•arid209ffFlorkda Building. Cod&..—RestdaniTa/, Provided the design and installation cite in accordance with the Intematibnal Bulldipg'bode� (IBC provisions ndted .in the.'master report. Use of the Wee Truss Connector Plates M-16, MII 16, M-20, M11 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida. Rufe•9N-3, verification that the report holders quality assurance program is.sudrted by a quality•assrirartbe entity approved by the Florida Wildiing.Commission for the type of inspections being conducted a the responslbiGly, of an :approved validation entity► (or the odds official when the report holder.doe$ not possess, an, appn�ral by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. oved !CC -ES Eroheallon Raporn are not to be comrrucd as reprue"8119 oarhsila or any oder araiba+a nol specCCFJlcally add Swetv nor on theythey row cons as an endorseniva of the subject of rho report or o recowmendotton for to use. There 7 tw warranty by IValuorbn lee. u.C, � Pr -W -� to aryjredbrg or other nwiter to this report or as to any product covered by dw report. p 1 of 1 Copyright 0 2015 ICC -ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-0587 1 (562) 699-0543 A Subsidiary of the lnternarlonai t ooe L vurtcu DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabrlcated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)4344200 www.mli.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, 2006 International Building Code® (IBC) • 2012, 2009, 2006 International Residential Codec (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)t 17, he AD19C is based on the 2009 IBC. 2009 IBC code sections rererenced in We report are the some sections in the ADISC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness 0.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot Is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width Increments, up to 12 inches (305 mm), and lengthwise in 11/4 -inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0;013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles tothe face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -Inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 M1Tek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HS7m metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 Inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, IMES Evaluation Rep" aro not to be comirued at representtng oathettcs or any char awlbuta not speclficolly addrmued nor am tiny to be construed as an endorsement of the subject ofthr� or a reco merdaticonoed me. rhe re Is t no "Or�ry by ICAC Evaluation Service, = erpteer or Implied as t� / to aryfindmg or other matter In this re oras to produ Y por 011 - Pape 1 of 5 CopyrlgM 9 2015 ESR -11311 1 Most Widely Acca ted and Trusted Page 3 of 5 TABLE 1 --ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'IPLATE) LUMBER SPECIES SG AA EA _ AE EE M-16 AND MI116 Douglas fir�arch 0.5 1 137 126 76 121 - 0 43 119 64 102 98 ine fu 0.42 127 82 75 107 pine 0.55 174 126 _ 147 122 W20 and Mil 20 fir -larch 0.5 220 195 180 190 0.43 185 148 129 145 gine fir 0.42 ._ 197 144 _ 143 137 i pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS fir -larch 0.5 1 165 146 135 143 0.43 139 111 97 109 pine fir �Eli 0.42 148 108 107 103 „ nines 0.55 187 143 - 138 150 For SI: 1lblir? = 6.9 kPa. NOTES: ng p n to area on only one face). To achieve values, plates 'Tooth holding units = psi for a single late (double for plates on both faces when apply) g must be Installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE R Plate perpendiaulat to load, wood grain parpendicutar to load 'An truss plates are_pmssW Into the wood for the full depth of theft teeth by hydtaulio platen embedment.pressEs, multiple roller presses that use partial embedment WW#)ed'by full embedment rollers. or. Combinations of partial embedrhent'rollet presses and'hydraWc-platen presses that feed trusses Into a stationary finish roller press. TABLE 2 --EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For $I: 1 (Winch = 0.175 N/mm, )inch = 25.4 mm. NOTES: 'Minimum Net Section - A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this fine passes through a line of holes: 2Mardmrim Net Section - A one through the plate's tooth pattern vdth the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 I Most Widely Accepted and Trusted _ Page 6 of 6 0125• 0.450' 0.500' 0 a 92mn 64own 99min }127mm [00 bloo, ON IOU 006 o00 00o cog oho �aoo 000 000 .1-000 000 000 -000 000 000 "OTH M-20 HS, Mil 20 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Contlnued) IMES Evaluation Report ESR -9377 rrx: Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemadonal Code Council"' DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mil.com EVALUATION SUBJECT: MlTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm. recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: lil 2014 and 2010 Florida Building Code—Building • W 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR -1311, comply with the 2014 and 2010 Florida Building Code—Building and the 2014 and 2010 Fkdde Bul hq:Code—Resfdenffal; provided the design and installation are in accordance with the International Bull0hg Code . (19C) provisions noted in :the.master report. Use of the MTek®Truss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS7u has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC -ES Evahrotion Rcpory are not to be comic ed as representing acsthcAcs or any other, attributes not spat0kdly addressed, nor an they to be cavrrved m an endorsement oJde suWct ofiiw report or a rommmendatlon fa► la use. 7 tore isno trorronty by lCC Evalaaion Swvlce, LLC aspross or lm#Ied ar NAM to arty flnding or other matter in this report arm to ary producteovaed by the report W= =- Copyright 0 2015 Page 1 of 11 i Florida Building Code Online UnCker kU, Mecrf-5 Page 1 of 1 r LI52�c�— : t r®rmom ulation ptd "Cis Nome I Lop In I user Reglstnibn i Ha Topics I submit Surcharge I slats a Facts I Publkations I FIC stall I aCIS site Map I Links I searchrbft I BusinesI product Approval Professidal USER: public User Regulation Predul:l Amroval Menu a Prod -its lir Anellealbn search > Application tJst Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search atesuits - Appimmionu ELA IV= Manufacturer Validated By Status FL15216-R2 Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing (9S4) 772-6224 Subcategory: tsl-- CgintlIaM rnntlI M :: 1940 North 04e11rne Street. Tepahas_w_ FL 32399 Phone: sSO-48r/-1824 The state of Florida K an WEED employer. r.vn..l,hM 2007-2013 Stab of rterida.:: Privacy Statement Ai;2Mgdllly jU -ment :. Refund,%imement Under Florida taw, 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 ofrrA by phone or by traditional map. If You have any questions, please contact 650.407 159S. *Pursuant t0 Section 455. 275(1), Fiords Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address 0 they have one. The emalls provided may be vuld for o0klal cOmmunntgn with the licensee However email addresses ane Pubbe 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 Nick here . Product Approved Accepts: l0p� .r[�1' srcttritysu'r"Iry https://www.flOTidabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 RegulationBusiness & Professional Flo 4D,4PM YRId SCIS Hone I log In I User pt"rtntlon I Mol Topics Submit surcharge I Slab a Facts Publiceuorn PBC Staff , 80S Site Map Unks Search Bus1'nes - Product Approval ProtessiI USER. Public Uw Regulation PreArri Aeeroval N•rw > Prorluel a 0,snikMion Searcn > Ir0elrutbn Ust > ApplloUo+h OeUU FL q FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (778) 945-2891 elozano@lnterwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underiayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek TeSting Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE ;� Validation Checklist - Hardcopy Received Certificate of Independence F 15216 R2 COI 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Product Approval Method Dale Submitted Date Validated Date Pending FBC Approval Date Approved Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FLS 1 Model, Number or Name Description 15216.1 1 RhinoRoof Underlayments Synthetic roof underlayments Page 2 of 2 Limits of Use Installation Instructions Approved for use In HVHZ: No FI t 5216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- Approved for use outside HVHZ: Yes R2. df 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 FIIS216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes ® nmrt Contact us :: 1940 North Monroe Street. Tallahassee FL 32399 Phome: 050.487.1024 The State of Florida Is an AWEEO ernoloper. copyright 2007.2015 State of Florida.:: PrhistV Statement :: ACCMIWkv Stattemest :: Refund Statement Under Florida taw, small addresses are public records. It 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 try traditional mall. it you have any questions, please contact 050.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. rust provide the Department with an emad address If they have one. The email provided may be used for official comdmm kation with the licensee. However small addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public To determine if you are a licensee under Chapter 4SS. F.S., please dick btc . Product Approval Accepts: N ®® xvvrltvtlu'lnrt. https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 QOTP..INITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report I40S10.02.12-R2 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LADEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 pttgr/n,, — yE%e3�1:'. ��aOCP.•� f!: C?yKp.soYH s � s e,\O.• : • srON �' iM faoimN wl appearYK was authorised M Robert NbmNen, \ �L��t� �n,mar. PF - on 04/27/2015. This does not sorve as an elaarmkally signed doa+men[. Signed, seakd Nrdcopks have been trantmltled b the Product Approval Administrator and to the namcd dont CurnFicATioN OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in anyway, 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. V TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: TA9LE 1: ROOF COYER OPnoNS Underlayment Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating I No I Yes 1507.2.3, 1507.5.3,3507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity 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 100539395COO.006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install Rhinoltoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC Evaluation Report 140S30.02.12 -R2 Certificate o/Authorirotion #9503 FUS216-R2 Revision 2:04/27/201S Page 2 of 3 TA9LE 1: ROOF COYER OPnoNS Underlayment Asphalt Shingles Nail -On Tile I Foam -On The I Metal I Wood Shakes I & Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install Rhinoltoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC Evaluation Report 140S30.02.12 -R2 Certificate o/Authorirotion #9503 FUS216-R2 Revision 2:04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. L.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -Inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure:S 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 2 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMfT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 - END OF EVALUATION REPORT - Extedw Research and Design, U.C. Evaluation Report 140510.02.12-R2 CerVficote ofAuthorizotlon #9503 FL35216RZ Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNIT QOERD OXFORD, CT 06478478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FLi5216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"t Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABEUNG: 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. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. •fC�O��Ke.33T19 � �': ,Iti.�� . �,:•� J. �•��, T•/.S/vNat��•�' The fmimh real appea ft pan authorited by Robert Nlanskw , :,1. ...... ar,t,. P.L on 01/27/201S. Thb does not rent as an e*Wordmlly s4ned document. 513ned, sea4a hardwpks haw been ara.emltted to Me Product Approval Adminlslrator and to the named diard CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. Q0TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 2507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 15D7.8.3, 3507.9.3, 1507.9.5 on Heating 1507.2.3,1507.5.3,1507.0.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 200539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ•002 10/27/2011 ITS (7573509) Physical Properties 100539395COO.006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 13/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION' 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FOC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.OZ.1Z-RZ Certifcote o/Authorizotion #9503 FL15216-RZ Revision 2: 04/27/2015 Page Z of 3 TABLE 1: ROOF Com OvnoNS UnderlaymeM Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes &Shingles Slate or Simulated Slate RhlnoRoof U20 Yes INo No Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION' 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FOC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.OZ.1Z-RZ Certifcote o/Authorizotion #9503 FL15216-RZ Revision 2: 04/27/2015 Page Z of 3 ��TRINIWJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Slnale Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double 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.S, 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. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 - END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Cerdpcote of Authorization #9503 FLIS216-R2 Revision 2: 04/27/2015 Page 3 of 3 Florida Building Code Online Page 1 of 2 "Op DA Business & Professional Regulation patill oeplym.e d DCIS Home I Lon In I User RegIS-11- mot Topks I Submit Surcharge I Stats a Fitts I Pubkotions I FDC SbR I bus sue Map I LMS I larch I Busmes Product Approval ProfessiI ®USER: Public User Regulation > A > AppllceUon oaten FL # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 (770) 946-4571 mcolll nsoatlasroonng.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report 2009 Florida License PE -74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden L�- Validation Checklist - Hardcopy Received Certificate of Independence A 16305 R4 COI ATL3002 w 2014 FEC Product Evaluation Shinoles.odF Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 SummarV of Products Page 2 of 2 FL d i Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes F116365 R4 11 ATL13002,4 2014 FBC Product Evaluatlon Approved for use outside HVHZ: Yes Shinales.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports f U6305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnoles.odf Created by Independent Third Party: Yes ® .-I contact Us:: IND North MOWN Stm&TkbtdlSSMF13LMPhM:25&4B7-lU4 The stare of Florida is an AAjee0 employer: :: Privacy Statement :: �aOi11M Statement :: RehM Sialermem Under Florida law, emoll addresses are public records. If you do rot ward your a -mall address released In response to a public -records repuast, do not send electronic mall to this eriUty. Instead, contact the office by phone or by traditional mail If you have any questions, please contact 950.497.139S. •pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must proVWe the DepaMnent with an email address d they have ore. The !mails provided may be used for official communication with the licensee. However email addresses are public record. U you do not wish to supply a personal address, please provide the DeparbrienI with an ernall address which can be made available to the public. To determine If you are a licensee under Chapter 455, FS., please dick here , Product Approval Accepts: ®OMEN Credit jAE' https://www.floridabuilding.org/nr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK Certifical:e of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 (770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Eatiiy Report Standard Year - PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (rST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (17ST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -143.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATI -13002.4 FL 16305-R4 Page.1 of 9 This evaluation report Is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough- Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a (Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, (Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAM'"A Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, themnally-activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. (Dangerfield, Hampton & Meridian) StormMoster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002A FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vwi): Tough -Mastery 20 Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): I. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5 -inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5 -inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or '6 Nail Pattern* detailed below. 36. J Na h1----------- Sir 4 12- 12 - Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Paftern (Non-HVHZ only) M. Nails 12" • 12- 12 - Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattem AT03002A FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMW Architectural Basic Wind Speed (Vun): Basic Wind Speed (Va3d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. wu Figure 3. Prol-AM'" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT"" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster@ Shake s• Basic Wind Speed (Vwi): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphan Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. �w u n yrw m,r,.so „a /�..r.a� ir.e _ r / TV * - � M OOOCJO Ou�� L i =7e�: C 00 C-1 w• C', C--3 C5 Figure 5. Pinnacle® Pristine and StorrrlMaster® Shake 4 Nall Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. may. 20 0 0 0 0 0 0"CD O O O O O O0 0 0 0 M O O CM C3 C3 O O O d d O O O u• 1 Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Undelfayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using eNher "4 Nail Pattem' or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATI -130D2.4 FL 16306•R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (VA: Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. >i• ---------------------------------- I 176. I,W-1Y ..0 0 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vul): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away fromthe prevailing wind. r— 12"—_1. 12 ga. 1-1/2" ring r shank nail 12" Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-114 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ��11t 111h�I p9��,,,, 2015.06.2 •.. �= 912:55:48 _ _ No 4021 '� —0400, p: STATE OF •� '��T••.A, F O R �••• �` G,, Zachary R. Priest, P.E. Florida**';SS�0NA; � Organization No.ion ANE9641021 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, not will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT FL 16305-R4 Page 9 of g This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certif(cate of Authorization No. 29824 17520 Edinburgh Dr PRI Construction Materials Technologies (TST5878) Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 ATL -170-02-01 Atlanta, GA 30328 FL 16305-R4 (770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL -079-02-01 ATL -083-02-01 ATL -086-02-01 Rev 1 ATL -104-02-01 ATL -106-02-01 ATL -106-02-01 Rev 1 ATL -107-02-01 ATL -107-02-01.1 ATL -109-02-01 ATL -116.02-01 ATL -118-02-01 ATL -119-02-01 ATL -123-02-01 ATL -125.02-01 ATL -127-02-01 Rev 1 ATL -132-02-01 ATL -133-02-01 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 PRI Construction Materials Technologies (TST5878) ATL -136-02-01 PRI Construction Materials Technologies (TST5878) ATL -137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL -138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL -143-02-01 PRI Construction Materials Technologies (TST5878) ATL -144-02-01 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ATI -13002.4 FL 16305-R4 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 1 of 9 This evaluation report Is prWded for State of Florida product approval under Rule 61G20-.3. The manufacturer shall notify GREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles 0 TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (rST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterOD 30 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a (Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, (Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. (Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATI -13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule -61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vul): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance wfth FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5 -inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5 -inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern" or "6 Nail Pattern' detailed below. 36" Nails T :... 12" • ¢ star �•-12- – —12' Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" �} 1 ate" r-12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is proNded for State of Florida product appror'al under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vut): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. m� M. a P, m�awemsrona wN1.Y� ..M 12 yr r 1' 719 tr 0 0 0 0 o O o 0 o M0 0 0 0 0 Ij a. a w I I Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) W.129. Cog"* d Figure 4. Pro-LAMT"a Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nottfy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacles Pristine & Basic Wind Speed (Vurt): StormMasters Shake Basic Wind Speed (Vaeo): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In aocordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or *6 Nail Pattern' detailed below. INS. t! � w�byn0 t» It.• (O O O O O L7 O r0 O i � �7�� C�—J G �� G_' N• C°5 C ) 1_7 ("5 O O I .t O (_t r-1 ( _ 1 C 9 =3 • _1 17,71r_ 1 str i r 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Un 17" "ol d- � .ate w�ew r i 00�O OC s• � � 00 s tis ! to � O OOOC30000 Figure S. Pinnacle® Pristine and StormMasters Shake 6 Nail Pattern ATI -13002.4 FL 16005-R4 Pogo 5 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed MO: Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattem" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vw): Basic Wind Speed (Vega): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. ar ar ff 0 1-T � d Figure 9. Pro -Cut® Starter Strip ATI -13002.4 FL 10305-R4 Pogo 7 of 0 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity.CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VLm): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): r -- ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-112" ring Ir shank nail I � i i Figure 10. Pro -Cut® Hip & Ridge ATL13002 4 FL 16305-R4 Page a Of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The marwfadurer shell notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. `aY R. ARf<c,�. No 74021 "p STATE OF'•� . 'A'� O R,OP,GN 4' /ON CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 -04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. END OF REPORT ATI -13002.4 FL 16305-R4 Page 9 of 9 This'eviih atiori report Is provided -for State of Florfda product approval under Rule 61G20-3. The-num4acturer shag notify CREEK Technical Servioes, 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 vrarmoty, installation. recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online ( Page 1 of 2 rig "To® F10'& l)plIfi1F11id Bets Home I log in I user Reoistrauon i Hot Topics I subndt Surcharge I Slats a Facts I Publlcatlons I FOC Sua I 8M site nap I uMa I seam I BusTjl'nes /� Product Approval Prolessi 'aI useR: public User Regulatiori FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W Clifton Street Tampa, FL 33634 (813) 884-0444 lyle.pestow@aan-metals.com Authorized Signature Vivian Wright rickw@rwbldgoDnsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Panel Walls Subcategory soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE -43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. M Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D bttps://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 o ACM M AMIEWCAN CONSTRUCTION METALS 5140 West Won Street Tampa, FL 33634 "TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 5th Edition (2014) Horido Building Code excluding the high Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. site condlloru not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 2' x T batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TRIKE 1 T-" 2(,0113-TKt) TZ t (913r 9" QUAD 1 Q4 0012011rTRM O -&OU (D13r nfaq TAAW OF COMENTS SHEET# OFSCd1 WN 1 T icor elevaliore b general nates 2 Panel detals 3 soffit detals b deOgn pressures 4 Soffit detals b design pressures 5 SON detals, design pressures b bill of materials TRIKE 1 T-" 2(,0113-TKt) TZ t (913r 9" QUAD 1 Q4 0012011rTRM O -&OU (D13r nfaq M" N.r.s. owe, cf. JK ow. at LFS FL -12019.1 n f a 5 '►(toff IIt1 `t d; o Mw$ R l m d 41° M" N.r.s. owe, cf. JK ow. at LFS FL -12019.1 n f a 5 ROOF OVERHANG ROOF ROOF i �r ♦ ROOF OVERHANG ROOF OV9UNNG SPAN • A ALUMINUM (. ' FASCUL FRIM ^ _ __ _ __ _--- — ,�j SOFFIiJ � EMU OR SOFFIT J C`1U OR WOODWOOD SEEDETAIL'A' FRAMED �OETAIL'C FRAMED SEE DETAIL- B' SEE DETAIL' 0' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7 -CHANNELS (Shown w! Nmlh+n" ago—) (Shown W/ I"Io on" anUleveO SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSITIVE NEGATIVE r +70.0 -141.0 ID- +60.0 -60.0 IT +S0.0 -50.0 14- +38.5 -38.5 u• +30.0 -30.0 Wit: r�IWV �R/'1Ma�V MY Wn1�RIMV .V vc DESIGNED BY THE ARCHITECT OR ENGPm OFRECORD I l,l 5 I ff MAX –•i DETAIL" B" F -Channel TRIM NAIL ATTACHED THROUGH ®IE O C MAX FASCIA NOTE, FOR SQUARE CUT OVERHANG. BOTTOM FASCIA FLAT AGAINST SUIPIES MEAU.ED 0 END OF PANEL AND B'MAXO.G – (SEE DETAIL -1-. SHEET 51 I – 1/B'MAX IF - DETAIL " A " Fascia STAPLES INSTALLED 0 2,C O.C. (IWO WOOD) ON F.CHANNEL LEG OR T -HAIL 017 O.C. (INTO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. (INTO WOOD) IN FCHANNEL SLOT OR T -NAIL 017 O.C. (INTO WOOD OR MASONRY) STAPLES LOCATED 24' O.C. MO FRAMING MAX. ; I' MAX STAPLES INSTALLED 017 O.C. (IWO WOOD) IN J CHANNE L SLOT OR 1 -NAIL 0 IT O.C. DETAIL " D " J -Channel Fascia STAPLES INSTALLED 017' O.C. (IMO WOODI IN X ANNE L SLOT OR T -NAIL 0 17'O.C. ONTO WOOD OR MASONRY) STAPLES LOCATED 2P O.C. INTO FRAMING —7 j I- MAX 4–�� DETAIL " C " .I -Channel LF1 JK SUBSTRATE NOTES: I n1. WOOD SUBSTRATE G = 0.42 OR BETTER �2. MASONRY SUBSTRATE 3.00D PSI CONCRETE (ACI301I-12019.1 OR HOLLOW BLOCK (ASTM C90). J_ a _5_ z o° ROOF 1 �'•... c o FRAMIHG i '' \ \\ �y0 rllll 111 y7 x ALUMINUM FASCIA S �` Z cji TRIM -� �' w 9 a *w 50FHT� r `' (NU 0R V 4 i SEE [1QAll'A' FRwAoMEDk SEE DEVIL' C--JJJII SIDE VIEW - SINGLE SPAN w/3 -CHANNEL N 7 (Shawn vv/ UImlffQll* q anOlevu) MAX. ; I' MAX STAPLES INSTALLED 017 O.C. (IWO WOOD) IN J CHANNE L SLOT OR 1 -NAIL 0 IT O.C. DETAIL " D " J -Channel Fascia STAPLES INSTALLED 017' O.C. (IMO WOODI IN X ANNE L SLOT OR T -NAIL 0 17'O.C. ONTO WOOD OR MASONRY) STAPLES LOCATED 2P O.C. INTO FRAMING —7 j I- MAX 4–�� DETAIL " C " .I -Channel LF1 JK SUBSTRATE NOTES: I n1. WOOD SUBSTRATE G = 0.42 OR BETTER �2. MASONRY SUBSTRATE 3.00D PSI CONCRETE (ACI301I-12019.1 OR HOLLOW BLOCK (ASTM C90). J_ a _5_ z o° IIGT DESCRIPTION MATERM I FASCIA .0215'THK. AL 3105 - H 14 ALUMINUM 2 'I CHANNEL .0155' 1HK AL 3105 - H24 ALUMINUM 3 F CHANNEL.0155' THK. AL 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL V 15 OR .0135' THIO AL 3105 ALUMINUM 6 TRIPLE 4 PANEL 1.0115 OR .0135' THICK) AL 3105 ALUMINUM 7 10 15 x 1.314' TRIM NAIL S.S. 8 18' GA. X 1/4' SS STAPLE twl 7/8 MIN. B4EDMENQ STS 9 7 X 7 BATTEN STRIP (G --A2 OR BEnEt) WOOD 10 APA B -C- GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD I I 1.09r DIA. T -NAIL twl 518" MIN. EMBEI)MENq STEEL 12d X llµ• 1X2 VERUCAL K.D. GALV. STffL FRAMING (G>-Mq COMMON MAIL ®24' O.C. ATTACH w/ 2.8d W / 11/4" MIN. EMB. COMMON NAILS O TOP TO ROOF FRAM24G DETAIL " H " 12d x 3414' / – – —1------ ` — =======,cHU 0R H.D.GALV.STEEL = --- S OOD COMMON NAIL 0 24' O.C. SEE DETAIL' A - J / . �I w ME W/ 114'' MIN. EMB. (SHEET 3) ` J FRAMED \CONnmmu0US SEE DETAIL' H BATTEN 0 CL STAPLES INSTALLED 0 STAPLES INSTALLED 19 END OF PANEL AND END OF PANEL AND tr MAX O.C. – E' MAX. O.C. (SEE DETAIL 'J I (SEEDETAIL J 1 •S 6 DETAIL " I " .C. MAX DETAIL " .I " TWIN SPAN LENGTH w/CONTTNUOUS BATTEN A' DESIGN PRESSURE (PM POSMVE t3 a n o 16" +70.0 1. ��ii �mn f♦♦♦�♦ ~ o a SPAN - A • �.......... ROOFCVERMANG i �i''Tillit $ �i c t F♦`. zd N -; ROOF SEE DETAIL' B' EN„ o = o u FRAMING (SHEET 3) 1 + 1 1 I 9 c 1 1 t Vo d -50.0 AK, 12d x 3414' / – – —1------ ` — =======,cHU 0R H.D.GALV.STEEL = --- S OOD COMMON NAIL 0 24' O.C. SEE DETAIL' A - J / . �I w ME W/ 114'' MIN. EMB. (SHEET 3) ` J FRAMED \CONnmmu0US SEE DETAIL' H BATTEN 0 CL STAPLES INSTALLED 0 STAPLES INSTALLED 19 END OF PANEL AND END OF PANEL AND tr MAX O.C. – E' MAX. O.C. (SEE DETAIL 'J I (SEEDETAIL J 1 •S 6 DETAIL " I " .C. MAX DETAIL " .I " TWIN SPAN LENGTH w/CONTTNUOUS BATTEN A' DESIGN PRESSURE (PM POSMVE NEGATIVE 16" +70.0 •70.0 IM +66.5 -66.5 20" +60.0 -60.0 2? +54.5 -54.5 24" +50.0 -50.0 E SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN (Shown w/ Muss/IFamng —Illever) SPAN ' A " ROOF OVERHANG SEE DETAIL"G' (s►EEr 41 ROOF FRIG SEE NOTE 2 t - t t 1 1 �• � 1 clnT OR 41000 SffDEGL'1' 8 11 FRAMED SEE DETAL' A (SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN_ CONNECTOR NOTES: (Shown w/ fuss/hamtng waftng) I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGWffR OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2.12d COMMON NAIL OR 3/1C IIW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3.000 PSI CONCRETE (ACI 3011 IMR1.1-1/4' EMBEDMENT) O 24' ON CENTER OR HOLLOW BLOCK (ASTM C90). w: JK L r.. LT'S .-a w: FL -12019.1 a 5 or 5 Y A Florida Building Code Online Page 1 of 3 11 1 18504.2 Business & Professional Regulation rg Bas Moore I tog In I User Registration ! Mot Topk:s I submit surcharge I stats a Fads ; Publications I FBC Stag ! BaS sue Map I unks I search I p Product Approval r 0 USER: Public User Product Approval Menu > Product m Aoollrotbn Scarth > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.Ddf 1710.5.3 Method 2 Option B https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2fl:COhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 055, F.S., please Clic[ bUL Product Approval Accepts: ®®®® Credt Card Sate https:Hfloridabu i ld ing.orglprlpr_app_dtl.aspx?param=wGE V XQwtDgs9%2f lo2ftCOhpJQq i... 9/6/2016 107 3/8" COMBINEO WIDTH W 1-{ � w2 T- 83" / 1 FRAME HEGHT WINDOW WINDOW I (MULLION SoIAN) J- 107 3/8" COMBINED WIDTH W1 - W2 83" LW FRAME IW HEIGHT NOOW (MULLION SPA Wi W2 107 3/8" COMBINEC WIDTH Dalgn p/e.41/m Mang (0e) UnRs vwhorod Into wood ftming 3/ 8' COMBINED WIDTH Mullion Wan n) T butary Width Onj 1313 2130 3300 1 4200 I &W $213 FW1107 --I w2 130.0 130.0 130,0 130.0 130.0 130.0 358 130.0 -1-9-0 127.2 121.0 127.0 127.0 3" 83"T- ! J / WINDOW //WINDO J FRAME HEIGHt 924 70.8 56.0 61. 436 WINOOIA (MULLION SPAN) 88.5 85.8 51.7 47.3 44.4 43.0 Wi W2 107 3/8" COMBINEC WIDTH Dalgn p/e.41/m Mang (0e) UnRs vwhorod Into wood ftming Mullion span pn) Mullion Wan n) T butary Width Onj 1313 2130 3300 1 4200 I &W $213 2300 130.0 130.0 130,0 130.0 130.0 130.0 358 130.0 -1-9-0 127.2 121.0 127.0 127.0 49.67 120.7 94.3 77.9 73.8 72.1 72.0 6200 924 70.8 56.0 61. 436 47.4 63 67 88.5 85.8 51.7 47.3 44.4 43.0 T7.8 5&7 45.6 41.4 36.8 37.0 IL7200 6&00 82.1 430 33.1 29.1 26.7 24.9 107 3/B" COMBINED WIDTH W1 -11- W2 T- 83" LIN FRAME Law HEIGHT (MULLION F_ 107 3/8' COMBINED WIDTH IT Wt -I [r -W2 ��] ` 83. J WINDOW / FRAME HEIGHT 1YDQ /J (MULLION SPAN) W I ---t F-- W2 107 3/8" COMBINED WIDTH acv oEsauvlroa I CAFE 1 Arvaow-0 1 A RE41SED INSTALLATION OCTAILS 08/07/15 R.L. ' 107 3/8" COMBINED WIDTH --lW1 W2 ! 3" J j WINDOW FRAME J HEIGHT ///WINDOjj j /WINDOW (MULLION / SP1) � 1 I 1 W I --{ F-- W2 107 3/8" L:: -COMBINED WIDTH APPROVED CONFIGURATIONS MUL17PLE LMITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WI07N ODES NOT EXCEED 107318• AS SHOWN HEREIN. Design ins wtlng W Va1ft enehomd Into mesonfWconoreto Mullion span pn) T1lbutery width In 1313 23.30 38.00 4200 4300 6217 23.00 130.0 130.0 130.0 130.0 130.0 180.0 27.38 130.0 130.0 130.0 130.0 10.0 130.0 49.63 130.0 130.0 130.0 130.0 130.0 130.0 6200 130.0 115.4 57.8 79.3 73.9 71.5 6367 130.0 98.11 72.9 65.5 60.5 5&2 7z00 1 990. 72.4 54.0 4&1 44.0 42.0 8400 62.1 1 45.0 33.1 29.1 3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL 0. WIND ZONE) DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS DOWN: V.L. 08-01445 SC&E NTS IDYE 01/11/12 -2 OF 3 SIGNED: 08/07.'7015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: Ml Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line. W1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: • Maximum design pressure: refer to design pressure charts in approval document. • Maximum single window unit size: 521/8"x84" • Window units attached to mullion must have their own separate approval. • This product is not rated to be used in the HVHZ. • This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. • Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. • All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 \��\111111.1////1 ♦� R • L 0 \� `5��' E N d'cq`t'��= • TATE OF ; •. ORI NAIL 1��\�� Ujis R. Lomas, P.E. FL No.: 62514 08/07/2015 NOTES. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIOIUTY OF TIIE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 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 GREAFER OCCURS. MAXIMUM ALLOWABLE SHIN SIACK TO BE 1/4'. 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11, FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS 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. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS acwssoas I acv I ocSCa PMN I OAK I •wao+Eo 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2 GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SOUTES, 350OSP, 3540PX, 3540T, 3540SOLITES, 3540SP, 3250PZ, 3250T, 3250SOUTES, 325OSP. 3240PW. 3240T, 3240SOILITES, 3240SP, 350OHPPW, 3500HPT. 3500HPSDLITES. 3500HPSP, 358OWP, 3580T, 3580SOLITES. 358OSP, S-350OPW, S -3500T, S-3500SDILITES. S-350OSP, S-354OPW, S -3540T, S-3540SOLITES. S-3540SP, M-350OPW, W-350OPW, W -3500T, W-3540PW. W-35407, W-3540SDILITES, W-3540SP. 1255PW, 1255SP. 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. _F-tZpIM �'Fx•-K tZ Q VA''S5 , O L4 SIGNED: 02/17/2016 MIWINDOWSIWDOW DOORS EST MARKET GRATZ, PA 17030-0370 `\``J\011111111/// r,•��GEN,pF,.1P�y = *• 0y�j� 6� SERIES 3500 FIXED WINDOW 96" X 60" NON—IMPACT NOTES ` �•a ( 9OF ` ��o'"'• BSSSTTATOf oaAWN: 08-2859 01 Nc NTSac 02/04/16 OF 3 I_1 2' 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING +50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O • 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART#1 Height CHART i1 t NUMBER ANCHORS Imm"5 I REV I oE3CIRP7ION I WE I APPROVED MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON—IMPACT ELEVATION DRAWN: OMC NO N.G. 08-02859 sCAL NTS °iTE 02/04/16 ISKE2 OF 3 SIGNED. 02/17/2016 5 R I li/o //''/, `�r•.��pEfVs�'9s _*0 l 6 ••*' 4 -(ATE OF : _, sp 96- MAX. FRAME WIDTH MAX 10" MAX --{ O.C. 2" MAX L 2- MAX 10"MAX iU" O.C. AX. AMC /IGHT SEi / Ll OF OF 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING +50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O • 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART#1 Height CHART i1 t NUMBER ANCHORS Imm"5 I REV I oE3CIRP7ION I WE I APPROVED MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON—IMPACT ELEVATION DRAWN: OMC NO N.G. 08-02859 sCAL NTS °iTE 02/04/16 ISKE2 OF 3 SIGNED. 02/17/2016 5 R I li/o //''/, `�r•.��pEfVs�'9s _*0 l 6 ••*' 4 -(ATE OF : _, sp APPROVED SEAIANT BEHIND FIN Q6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 06 WOOD SCREW APPROVED SEALANT BEHINU FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS _ 1/4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 06 WOOD SCREW 11/4 MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REMSIONS ocscrd-non an I APPRMW NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE W000 DESIGNED lNACCORDANCE WTMASTM E2rr2 T L Fye' ^ FRAMING `t-��, a-I�1,pJ r1 1_r , `� , 6J1j1�� BY OTHERS n SIGNED: 02117/2016 M650WINDOWS DOORS .'J�SIRIIL��1/9�� EST MARKEAND TREET GRATZ, PA 17030-0370 ` r,•�VGENS� •� �� SERIES 3500 FIXED WINDOW *• 0 6 # 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS X113 OF ; �� ow�wa• mw wo ncv N.G. 08-02859 - ice' '0[pRIOQ; • �� /z. 10 �Gx\`\ sr`i�L NTS — 02/04/16 91EV3 OF 3 J, e Florida Building Code Online Page 1 of 4 FL17676.16 Business & Professional Regula I Quality Assurance Representative Flolide�EQalbf1211td Bas Home I Log In User Registration 1 Hot Topics Sutmil surcharge Stats 5 Facts PuDlkation5 FBC Staff BUS Site Map Links Search Windows --- 'Product Single Hung Busi�nWes (yJ, Approval Certification Agency Professi )al USER: Public User Steven M. Urich, PE Regulation 95 Validation Checklist - Hardcopy Received Product Approval Menu > Product a Aopllutlon Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved 'Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived ❑ Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 (717)365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 95 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 121.1-ITI'Ll FL # Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +3S/-50 Other: LC-PG3S. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Rn Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG3S. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.i)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Evaluation Reports Created by Independent Third Party: Page 3 of 4 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012528 7.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012478 I0.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 4Bx96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure. +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 Il 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE -62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes Page 4 of 4 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: American Architectural Manufacturers Verified By: Luis R Lomas, PE PE -62514 Association Created by Independent Third Party: Yes Created by Independent Third Party: Evaluation Reports Evaluation Reports FL17676 R2 AE 513016A 2270.ndf Created by Independent Third Party: Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: American Architectural Manufacturers Verified By: Luis R Lomas, PE PE -62514 Association Created by Independent Third Party: Yes Created by Independent Third Party: Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.Ddf Evaluation Reports Created by Independent Third Party: Yes Created by Independent Third Party: 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 Il Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 10804.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone. 850.487.1824 The Slate of Florida Is an AA/EEO employer Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 155, F.S. must provide the Department with an email address If they have one. TheemaIts provUed 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 theDepartment with an email address which can be made availableto the public. To determine If you are a licensee order Chapter 455, F.S., please click here . Product Approval Accepts: CreditSArFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 (Validator / Opmtions Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described belowis hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an HAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMAANDMAfCSA 101/1.S. 2IA440-08 LC4'G35 -2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH L 10817 (PVC)(O/X.O/X.O/X)(IG) 2731 mm x 1867 mm 860 MM x 919 mm Code• MTI- ' I (INS GL)(REINF)(TILT)(ASTM) I (9'W'x 671) I (240" x 3'0") I I 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109.47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP -04 (Rev. 1/11) Validated for Certification h, 4A- 14tedLaboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ. TT 2' o.c. Max. L n ELEVATION toe' 4 -*A -CLEARANCE (ALL FOUR SIDES) WHICH '1 /2' 1 FLASHI By GTHE Anchor (See Section Details) It: Min Edge J' HEAD DETAIL ....-.,.,.......,mss SILL DETAIL 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non— compressible type. 6. These drawings depict the details necessary to meet structural food requirements. They do not address the SHIM AS air infiltration, water penetration. Intrusion REQUIRED or thermal performance requirements of the installation. /6 X 1-5/8- SCREW (SHOWN WITH 1/2 - SHEATHING) MUST ACHIEVE 1-1/4- PE14ETRATION INTO STUD. . 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPUCABLE DESIGN PRESSURE LIMITATIONS) S THING -.�- Min Ede Distance � ■■ V. M .e an 9 1A° V.M.R. 8-20-09 ■■ IN BTA n°EISEDoenmONS *AM SCHEDULE — FIN— "°JAMB DETAIL 3540 Single Hung NONE 1 Cr 1 Windows & Doors Continuous Head and Sill " Gratz, PA 3540 SN CSN RN — Notes: 1. Installation depicted based off of structural test report i C7327.01-109-47. SIZE HEADERAS NEEDED 2. Wood screws shall satithe Notional Wood Design Specification for Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Nosing fin before 3. Wood buck installations ore assumed 2x fastening. S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loods. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non— compressible type. 6. These drawings depict the details necessary to meet structural food requirements. They do not address the SHIM AS air infiltration, water penetration. Intrusion REQUIRED or thermal performance requirements of the installation. /6 X 1-5/8- SCREW (SHOWN WITH 1/2 - SHEATHING) MUST ACHIEVE 1-1/4- PE14ETRATION INTO STUD. . 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPUCABLE DESIGN PRESSURE LIMITATIONS) S THING -.�- Min Ede Distance � ■■ V. M .e an 9 1A° V.M.R. 8-20-09 ■■ IN BTA n°EISEDoenmONS *AM SCHEDULE — FIN— "°JAMB DETAIL 3540 Single Hung NONE 1 Cr 1 Windows & Doors Continuous Head and Sill " Gratz, PA 3540 SN CSN RN — Florida Building Code Online ff676T Page I of 4 Business & Professional Regulation r11W�_� I rMAq DepaMWtd SOS Home I Log in I Use, Reglstralbn ( Mot Topics ( Submit Surcharge Stats 6 Facts Publications FBC Stag f BCIS Site Map Links Search Busines//�) Professi iidl product Approval USER Public User Regulation Product Approval Menu > P[oduct or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved 'Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived ❑ Product Manufacturer 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@mlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CA Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Summary of Products Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fn 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Rn 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: Luis R. Lomas, PE PE -62514 Verified By: American Architectural Manufacturers Created by Independent Third Party: Yes Association Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 li 08-012525 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012476 Modf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online IFL17676 R2 AE S13015A 2269.ndf Created by Independent Third Party: Yes Page 4 of 4 117676.13 13540 SH 152x72 Finless Frame I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.Ddf ASTM E1300-04. Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.odf Created by Independent Third Party: Yes Created by Independent Third Party: 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(127751A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.ndf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aaek Neat Contact Us :: 1910 ON Monroe Street. TaOahassee FL 37399 Phone: 850.487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine It you are a licensee under Chapter 455, F.S., please click b=. Product Approval Accepts: ® is MR Credil,cAFE https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 (Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION EMA The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMAIWDMA/CSA 101/I.S11A440-08 LC-PG40*-914x2134 (36x84) -H Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH Code: AM 7157 (PVC)(O/)q(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm (REINF)(TILT)(ASTM) (3'0" x 7'011) (240" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 81910.01-109.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP -04 (Rev. 1/11) Validated for Certification 4te�, d Laboratories, Inc. Authorized for Certification T� Ameri Architectural Manufacturers Association 36" MAX FRAME WIDTH 4" R+1AY.• T ANCHORS TO BE EQUALLY SPACED. SEE / ANCHOR CHART SHEET I FOR UNIT SIZE AND ANCHOR QUANTITY O 84" MAX. Number of anchors aired et each omA Height (In) Panel wldlh (in) 24.0 T 30.0 T 36.0 2" 2 1 HEIGHT G 1 2 — 1 / 2 1 2 36.0 J 1 i/ 1 3 I X 3 1 3 46.0 3 -1— I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING +40.0/-50.OPSF NONE Number of anchors aired et each omA Height (In) Panel wldlh (in) 24.0 T 30.0 T 36.0 2" 2 1 2 1 2 3" 2 1 2 1 2 36.0 J 1 3 1 3 42.0 3 1 3 1 3 46.0 3 3 3 54,0 3 3 4 60.0M45 66.0 72.0 76A64.0 TARLE OF CONTENTS SHEET NO DESCRIPTION ELEVATIONS. ANCHORING LAYC UTS AND NOTES 2 - 3 1INSFALUATION oexROW4 I QAtt I AMR&. 0 NOTES. I) 1HE PRODUCT SHOLIN HEREIN IS DESIGNED AND MAULIFACTURED TO COMPLY :WITH REQUIREMENTS OF TI+E FLORIDA BUILOING CODE. 2) WOOD FPAMING AND IAAS014RY OPENING TO BE DESIGNED AND ANCHORED 10 PROPERL( TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ix BUCK OVER MASONPY/CONCP.ETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLGI:ABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOINN HEREIN. WIND LOAD DURATION FACTOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. g) FPAVE MATERIAL. EXTRUDED RIGID PVC. 6) SASH UNITS TRUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETINU RAILS MUST BE F.EINFOR^.ED WITH P.F-104S-023 STEEL REINFORCEMENT. 7) UNFTS MUST BE GLAZED PER ASTM E1300-0+. 8) A°PROVED I'APACT PROTECTIVE SYSTEM IS REC nR . FOR THIS PRODUCT IN WIND BORNE OFBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM ::HERE SPACE OF 1/16- OR GREATER OCCURS. MIO.AUM ALLOWABLE SHIM STACK 10 BE 1/4". 10) FOR AN:;HOP.ING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WRH SUFFICIENT L ENGIH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WI1H 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHORN IN ELEVATIONS AND INSTALLATION CETAILS. I i) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE j°. WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIE*4E A 1 3/16" 'AIN!MUM EMBEDME\'I INTO SUBSTRAIE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) IiNSTALLATION ANCHORS SHALL BE INSTALLED 1.1 ACCORDANCE WITH ANCrIOP. MANUFACTURER'S INSTALLATION NSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN 1HE MINIMUM STRENGTH SPECIFIED BELOW. A WOOD - MINIMUM SPFCIFIC GRAVITY OF 6=0.47 S. C014CRETE - MINIMUM COMPRESSIVEL STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFO,:MANCE iO ASTM C-90, MADE N. TYPE I (OR GREATER). SIGNED: 10/21/2011 MIINWINDOWS AND DOORS650 EST MARKET STREET GRANTZ. PA 17030-0370 •��GENy* ..,p �`\� *• 0 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW I NON -IMPACT 36" X S STEEL TION, ANCHORING ELEVATION, ANCHORING LAYOUT AND NOTES �� ,p AT Of � • a+c NO. a v 08 72 �ONA 11 sE NTS arE 10/17/11 SHCU1 OF 3 aar>w�s REV DMRpiVh 0_lE APFRO Eb 2Y DUCK/WOOD FRAMING - BY OTHERS. 2X 6UrK TO \ BE PPOPERL; SECURED FLANGE TO BE t /4'• MAY. I r.^ .I^ $f7 D BED OF \ _ J LEN/fCtaENTI J I/Slll PA�X• APPROVED SEALANT SHIM r. HEAD 10 BE SLT IN is BED OF APPROVED r 178 WcOD SCREW _ C'NSTRfJCrl0!,' SELA14T I / INTERIOR 2x 6ucK; ::00o -,UC-( O —\ 1toc"ll, EXTERIOR y ? 6Y OTHERS. 2:• BUC c 70 INTERIOR 1:E . R,IDERLY SEi VREO i EXTERIOR FLANGE TO, BE SEI IN BEA, OF SILL TO 6E SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION �1 ] 610 OF APPROVED 2X BUCI4W000 FRAMING INSTALLATION CONSTRUCTION -D•IESII+E FLANGE TO BE t /4' MAX. S0 IN 6E0 Or II G --HIM APPROVED SEALANT NOTE: INTERIOR AIND EXTERIOR FINISHES. 6Y OTHERS, NOT SHOr.N FGR CLARITY. 2,� BUCI</WJOD FaAMa�G MI WINDOWS AND DOORS R II• CO�///i� BY OTHEPS. 2: rU"K TO VERTICAL CROSS SECTION 650 WEST MARKET STREET `\� J\ • . • •419 �� BE P:ZODSLY SECURED 2XSUCK/WDOOFRAMING INSTALLAflON GRANTZ, PA 17030-0370 �,,•�\CENSE •,{+% SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW _ *• 0,,86 STEEL REINFORCED — NON—IMPACT 36" X 84 INSTALLATION DETAILS ��0+++• $$$TAT Of OIil1l.V: Owr no. REV I'D ,ass c•,t 08-o1372 - //1S�OMA11�a\\`� NTS 10/17/11 2 OF 3 1aa CMPY;'CONCRETE BY OTHEPS 1 < OPTIONAL 11' BUCK BY OTHERS, D BUCK 10, BE OPO°ERLY SECURED 'DEC NO[C 3 SHEET 1 L! FLANGE TC CC -�/ 1�"=- MAY. J SETIN BED OF SHIM APP:ZOVED SEALANT \\— HEAC iO BE SET IN A BED �F APPP7VED CONSTP,UCTION SCALANT EXTERIOR IL TA MPHA INTERIOR cry lxsc.hc�hn+ MFC 1 /.�+si0 I 1;'4" MIN i I I 1/4" Mid EMBEDMENT i - - 15101+ r M0.50`IRY/C0113/ 15- TAPCON CRETE —. ` .tel J BY CnIERS � I 4% r INTERIOR -old 0-40 2 5/5" 1d.N. I' EOJE D,Sf. i y 1 I OPTIONAL IX BUCK BY -' / EXTERIOR OTHERS, IX EVCY. TO BE FP.OPE'r.LY SECUP.ECI. SEE FLANGC f0 BE NCTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION NOTE: INfEP.IORAND EXTERIOR FINISHES, BY OTHEkS. SILL TO BE SET IN JI ©3-I J BED OF 4PPROVED CONSTRUCTION ADHESIVE F -MCE TO BE — SCTIN BED OF OpC�9�� : i i — 40PPOVED SCALANT "CPTIONAL 1/4- MAX. Sr:111 650 WEST MARKET STREETLC�1yG� GRANTZ. PA 17030-0370 9'-' !X BUCK B( OTHERS, IX BUCK TO BE • — mAZONRY/CON CRETE 61 GTHEP5 rRo ERLY SE : -im. SEE 1 =,o NOTE 3 SHEET 1 ��D • TOF VERTICAL CROSS SECTION we „o MAS0NRY,V0NCRETE INSrALLAWN cry lxsc.hc�hn+ MFC 1 /.�+si0 I 1;'4" MIN i I I 1/4" Mid EMBEDMENT i - - 15101+ r M0.50`IRY/C0113/ 15- TAPCON CRETE —. ` .tel J BY CnIERS � I 4% r INTERIOR -old 0-40 2 5/5" 1d.N. I' EOJE D,Sf. i y 1 I OPTIONAL IX BUCK BY -' / EXTERIOR OTHERS, IX EVCY. TO BE FP.OPE'r.LY SECUP.ECI. SEE FLANGC f0 BE NCTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION NOTE: INfEP.IORAND EXTERIOR FINISHES, BY OTHEkS. NOT SHCTSN' FOR CITY. MI WINDOWS AND DOORS 650 WEST MARKET STREETLC�1yG� GRANTZ. PA 17030-0370 9'-' SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW = *• 09TO' 6" STEEL REINFORCED - NON -IMPACT 36" X 84d =,o INSTALLATION DETAILS ��D • TOF MAW%. we „o OS'�Iu3ZOF ��5/l(NAj1E�� we Nis °`�f 10/17/11 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rilomas@lrlornaspc.com Manufacturer: Ml Windows and Doors 650 West Market Street Crantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Teebnlcal Documentation: 1. Approval document drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window — Non - Impact. signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/-00A3psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: • Maximum design pressure: +40.0%50.0 psf • Maximum unit size: 36" x 84' • Units must be glazed per ASTM E 1300-04. • Frame and sash material: Extruded Rigid PVC. • Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. • This product is not rated to be used in the HVHZ, • This product is not impact resistant and requires impact protection in wind borne debris regions. Installation: Units must be Installed in accordance with approval document, 08-01372. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also. I don't have nor will acquire a financial interest in any other entity inVolved in the approval process of the listed product(s). 1 of 1 `�� 0�/iii N ••••. i `'•'�,�0 ENO %P *� 0 5 T TAAT OF owz ��.c► ORVDV' ss�41YAL E?G�� 1f 11111 Luis R. Lomas, P.E. FL No.: 62514 11/0712011 Florida Building Code Online Page 1 of 4 FL17676.2 77777] Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Regulation r FMRW Depaveriid SOS Home I Loo in I Use, Registration f Hot Topics I Submit Surcharge I Stats 6 Facts i PublKations I FOC Stall I BOS Site Map I Links f Search I Busines/f``� i Professitka' Product Approval �YSER: public User Regulation Product Approval Menu > Product or Applkatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived ❑ Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger®miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE :J Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 r r (Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION HT1 The product described below is hereby approved for fisting In the next Issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMAMDMA/CSA 101A.S.21A440-08 LC-PG40•-014x2134 (36x84) -H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH MI Windows & Doors, LLC 7158 (PVC)(ON(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code IIA7'L (REINF)(TILT)(ASTM) (3'0" x 7'0' j (240" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01-109.47 Date of Report: August 16. 2011 Date: April 16, 2015 Cc: HAMA JGS ACP -04 (Rev. 1/11) Validated for Certification ,h, 41L ted Laboratories, Inc. Authorized for Certification Ame - ff cturers Association Florida Building Code Online IEvaluation Reports Created by Independent Third Party: , Page 3 of 4 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Other: LC-PG30 Association FL27676 R2 11 08-01371B 11.Ddf Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 Il 08-012528 7.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finiess Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 i 3540 SH 144x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APG 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL27676 R2 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.oriz/nr/pr app _dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online P Page 1 of 1 Raida DepanTW1CJ SCIS Home I Lop In I User Registration Hot Topics I Submit Surcharge I Stats 6 Facts I Publications I FOC Staff SCIS Site Map Links Search 1 Busines /Product Approval Professional USER: Public User Regulation Product Approval Menu > Product or Application Search > Application Ust Search Criteria Code Version 2014 FL# 15332.08 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results - Aoolications Fjiit Tvoe Manufacturer Validated By Status FL15332- Affirmation MI Windows and Doors Steven M. Urich, Approved R2 FL*:FL15332.8 PE History Model: SERIES 430/440 ALUMINUM SGD (717) 932-8500 Description: SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON- REINFORCED Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies 'Approved by DBPR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone, 850.487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Fioffda.:: Privacy Statement :: A•COesib!ntY Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records; request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a Personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S , please dict b . product Approval Accepts: ®®®® Cre ItS�idrA FE https://www.floridabuilding.org/pr/pr_app_lst.aspx 8/12/2015 Florida Building Code Online Page 1 of 3 Bu�s'iness Professional Regulation r� FI011� std BUS Home I Log In 1 User Registration Not Topics Submit Surcharge I Stats B Facts I Publications I FBC Staff I BCIS Site Map I Unks Search Busines( Professi nal ®S°R lic User Approval Regulation Produel Aeoroval Menu > Product or Aoolicatpn Search > Application List > AppIIgUOn Detail OMMMIMEM 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE -62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 W.I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity 'Yes . No - N/A https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW1... 8/12/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL n I Model, Number or Name I Description Page 2 of 3 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 FLIS332 R2 11 08-00500C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00498C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX Limits of Use REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512969A.Ddf 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 R2 11 08-02250A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00499C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW1... 8/12/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00501C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf 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 FL35332 R2 II 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.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 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement ;: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address of they have one. The emails provided may be used for official communication with the licensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S , please click bete,. Product Approval Accepts: ®®®® Credit 2 A F E https://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd W]... 8/12/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MENBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHI-ECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4- 9 DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1 0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10 FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11 FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DIF -AILS. 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 MANUFACTURERS 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, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS- XIX, I TABLE OF CONTENTS 1 I SHEET NO.1 DESCRIPTION NOTES ELEVATION INSTALLATION DETAILS REVISWNS OESCRIPIION DATE APPROVED ADDED CHARTS 03/06/12 R.I. REVISED PER NEW TESTING 10/15/13 RL. ADDED FLANGE INSTALLATIONS 12/06/13 R L. SIGNED: 1210612013 MI WINDOWS LLC RE��o W. CROSBY0RO CARROLLTON, TX 75006 \J`5 q��i' ` r••��G Ns�, •S o *= SERIES 430 SGO*• 143" x 80" NON REINFORCED NOTES �oTP�l �p AT OF •e�� , SOR10t' DRAM: OwO NO REv 08-005 C ��i/S�ONA j1�� scuE arz NTS 02/23/09 I OF 9 143" MAX FRAME WIDTH ANCHORS TO BE EOUALLY SPACED (2) ANCHORS PER LOCATION SEE CHART Q5 FOR 6" MAXNUMBER OF LOCATIONS 6" MAX I' REOUIREO 6" MAX 80 MAX FRAME HEIGHT L 6" MAX SERIES 430 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING X � X SERIES 430 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE +25.01-33.OPSF NONE WITH 2-142' SILL SEE CHARTS /16 02 FOR OTHER UNITS RATINGS 5 3/8" --j 2 1/32" 2 1132' SILL ALUMINUM 6063-T5.055 THICK WITH I- M, SILL SEE CHARTS 03 i I4 FOR OTHER UNITS RATINGS CHART SI WIN WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVISIONS DESCRIP110N WTE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 RA. ADDED FLANGE INSTALLATIONS 12/06/13 R L. CHART J3 WITH I IQ'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9SHEET I Desi nprwwm chart Fntrs SHIM mml aM TNsI Frets VMM (in) H 1 70.0 I YOU 1 420 1 47.7 10.00 7101.00 121.00 714700 (ti) Poa Nell, Poa Np Poa Np PoaElNp So.O 40 0 54 I 40.0 450 40.0 1 43 2 40 0 40.0 Dealgn m chart � � Ro SapY Fanal and TOW Fratrs VMM M) HWa J0.0 MO 45.0 1 moon) (in)10.00 Iam 101.00 00 120./S0.o0 Poa I Nog Poa I MITPoa I Np I p- NeffIao 120 54.I Ie0 45.0 172 1 472 140.0 400 Sao 25 0 So.e 25 0 144 4 1 25.0 1 40 0 I 25 0 I 77 0 CH RT n CHART 04 WITH 2 IW SILL WITH 11/P SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 SEE NOTE 9 SHEET I Design pmmm chart FnITs Panel mW TOW Frahm MMM On) HWa J0.0 70.0 12.0 47.7 01.00 1 120.00 l muu (in)10.00 POS I I Poa Np Poa I Np I Poa I Np Iao 120 54.I Ie0 45.0 172 1 472 140.0 400 5 3/8" -I 2" 1 1/2' SILL ALUMINUM 6063-T5.055 THICK CHART S5 Design n chart frtrre Sapla Frnal and Total Pratte MMM (h) trt 70.0 I 70.0 1 42.0 1 10.0 �) woo /01.00 120.00 I /IO.oO Poa 1 014I 1 Poa I Np Poa I Np I Pw Np Sao 50 a 5o S 12.4 44 4 40.0 40.0 M 0 77 0 I Number o/ anchor locaaonsr4Oulrod frtrre SagY 1\nN arN ToW Fnrrs WtlM (fn) N1 l0.070.0 I 420 1 47.7 (in) 101.0 1WIT1170 NiS Amb .51 Jamb 1115 Jamb NiS Jamb Ti 10.0 e 5 7 5 e 1 S 1 0 1 5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430 SGO 143" x 80' NON REINFORCED ELEVATION DRAWN. DtVG NO. F.A. 08-00502 SOLE NTS - 02/23/09 ISHM2 OF 9 5 1�1111l/l/l/q :r,`,�GENS�,•sy �• ATE OF - _ A_ . it I WOOD FRAMING OR 2X BUCK BY OTHERS _i #10 w000 1 3/8" MIN. SCREW EMBEDMENT WOOD FRAMING OR 2x BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W TH ASTM E2112 1/a" MAX, SHIM SPACE REVISIORS REV DESCRIPTION DATE APPROVED A ADDEO CHARTS 03/06/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL. INTERIOR EXTERIOR C;D—p JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN OWG NO. F.A. 08-00502 SCxE NTS 02/23/09 1 SHEET 3 OF 9 lk. IC / W moi N'•v�CENSF9`�/�� *• 0 A0611•Tt= �p ATE OF 2 O el, A 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBE MENT OR 2X BUCK BY OTHERS 1/4 MAX. SHIM p10 w000 SPACE 1 3/8" MIN. SCREW EMBEDMENT 1 1/2" MIN, EDGE DISTANCE EXTERIOR INTERIOR T— SILL TO BE SET IN A BED OF VULKEM 116 #10 WOOD CONSTRUCTION ADHESIVE SCREW 1 M 1 �� OR`EOUAL SEE 1-1 1 II II / OPTIONS ET 2 II t 1 h II FOR SILL I WOOD FRAMING OR 2X BUCK BY OTHERS _i #10 w000 1 3/8" MIN. SCREW EMBEDMENT WOOD FRAMING OR 2x BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W TH ASTM E2112 1/a" MAX, SHIM SPACE REVISIORS REV DESCRIPTION DATE APPROVED A ADDEO CHARTS 03/06/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL. INTERIOR EXTERIOR C;D—p JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN OWG NO. F.A. 08-00502 SCxE NTS 02/23/09 1 SHEET 3 OF 9 lk. IC / W moi N'•v�CENSF9`�/�� *• 0 A0611•Tt= �p ATE OF 2 O el, A METAL STRUCTURE BY OTHERS RE sm"s REV OESCRIPIgN PATE I APPROVED A ADDED CHARTS 03/06/12 R.L. 1/4" MAX B REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 RL 1/4- MAX SHIM SPACE 7/8" MIN. AS OR EDGE DISTANCE INTERIO TRILLING T- 15 a::lzl= #10 SMS OR SELF DRILLING SCREWS #10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES, I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTTH ASTM E2112 0 BE SET W I OF VULKEM 116 RUCTION ADHESIVE )UAL SEE SHEET 2 FOR SILL OPTIONS METAL STRUCTURE BY OTHERS EXTERIOR CID JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS OPAM 0'MG N0. F.A. 08-00502 s<xE NTS °A'E 02/23/09 1-'-4 OF 9 2 1/2" MIN EDGE DISTANCE •� G t 1 1/4" MIN EMBEDMENT e G •' , I MIN. EMBEDMENT • CONCRETE/ ' _1 MASONRY BY OTHERS T ' OPTIONAL 2 1/2" MIN. 1X BUCK EDGE DISTANCE v TO BE PROPERLY SECURED 1/4" MAX. SEE NOTE 3 SHIM SPACE 3/16" TAFCON SHEET 1 3/16" TAPCON v • CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR a SILL To BE SET IN A BED OF I_ 1 K EM 116 CONSTRUCTION ADHESIVE ' OR EQUAL 3/16" TAPCON SEE SHEET 2 FOR SILL OPTIONS MASONRY/ IL CONCRETE -----r BY OTHERS ° ' 1 1/4" MIN. • EMBEDMENT VERTICAL CROSS SECTION 1 2 1/2" MIN CONCRETEAIIASONRYIMSTALLATION EDGE DISTANCE 1/4" MAX. SHIM SPACE REVISIONS REV OESCRIPRON DATE APPROVED A ADOEO CHARTS 03/06/12 RL. 0 REMSEO PER NEW TESTING 10/15/13 R.L. C I ADDED FLANGE INSTALLATIONS 12/06/13 R L. INTERIOR n4 -;D EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 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 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80' NON REINFORCED FRAME INSTALLATION DETAILS ORA". ONG NO F.A. 1 08-00502 V -4E NTS OAT' 02/23/09 ISHEr5 OF 9 \\\J\5 It.. L D 44P- -0OF ; REV'�°•;�(OR10�; C WOOD FRAMING OR 2X BUCK BY OTHERS b10 WOOD SCREW #10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE 1 3/8" MIN EMBEQMENT 1/4 - MAX SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: f. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARm 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN EMBEDMENT I/ -l" MIN ECGE DISTANCE SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 FOR SILL OPTIONS I 1 3/8" MIN. EMBEDMENT R10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 114" MAX. r SHIM SPACE REVISIONS REV OESUOPRON OATE APPROVEO A ADDEO CHARTS 03/06/12 RL B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGO 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: OWG NO F.A. 1 08-00502 —' NTS — 02/23/09 w'w6 OF 9 RENSONS REV OESCRIPRON MTE I APPROVED A ADDEO CHARTS 03/06/12 RL. METAL 8 REVISED PER NEW TESTING 10/15/13 R.L. STRUCTURE 8Y OTHERS 1/4" MAX, C ADDED FLANGE INSTALLATIONS 1 12/06/13 IRL SHIM SPACE -� 1/4' MAX SHIM SPACE MIN S SMS OR EDGEE D DISTANCE INTERIOR SELF DRILLING + SCREW a ❑ EXTERIOR INTERIOR #10 SMS OR a SELF DRILLING SCREWS SILL TO BE SET IN El 1:1 ABED OF '/ULKEM 116 CONSTRUCTION ADHESIVE #10 SMS OR OR EQUAL SELF DRILLING METAL SCREW SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS EXTERIOR OPTIONS METAL JAMB INSTALLATION DETAIL STRUCTURE METAL STRUCTURE INSTALLATION 8Y OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS LLC w. caoseYDOORS 4f CARROLLTON. CARROLLTON. TX 75006 ` �,••�\G Ns� •,p �� SERIES 430 SGD *•QAATO NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, 143�� x 80" NON REINFORCEO� FLANGE INSTALLATION DETAILS __ NOT SHOWN FORCLARITT JOINT SEALANT BY OTHERS TO BE ip•OF .tLy` D NACCORDANCEWITTIASTM oR.wN: owc NO. REv %O;�(ORO'F. 2D DESIGNE2. A.08 C ��/7S/ONALT�a\\�` WEE NTS SOOT502 aTE 02/23/09 7 OF 9 EXTERIOR 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS VERTICAL CROSS SECTION CONCRETEAl1ASONRY INSTALLATION 1 1/4- MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 3/16" TAPCON 3/16" TAPCON INTERIOR CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1/4- MIN. EMBEDMENT 2 1/2- MIN EDGE DISTANCE ] r 1/4" MAX SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I REVISIONS REV OESCRIP110N OATS APPROVED A ADDED CHARTS 03/06/12 R L. 8 REMISED PER NEW TESTING 10/15/13 R 1- C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL CONCRETEANASCNRY 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 E2111 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430 SGO 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS ORAVM: Ow0 NO. F.A. 1 08-00502 SAKE NTS -TI 02/23/09Ism-8 OF 1R ! fL q"��i r,•��GENS� Tlr• 0„626• # p� TAT rE OF NA j1 S�aG�'``• 2 I /2" MIN. C CONCRETE/ EDGE DISTANCE MASONRY BY OTHERS • G 1 1/4" MIN. a� • ° EMBEDMENT e OPTIONAL 1X BUCK TO BE PROPERLY SECURED/I' MAX SEE NOTE 3 SHIM SPACE SHEET t EXTERIOR 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS VERTICAL CROSS SECTION CONCRETEAl1ASONRY INSTALLATION 1 1/4- MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 3/16" TAPCON 3/16" TAPCON INTERIOR CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1/4- MIN. EMBEDMENT 2 1/2- MIN EDGE DISTANCE ] r 1/4" MAX SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I REVISIONS REV OESCRIP110N OATS APPROVED A ADDED CHARTS 03/06/12 R L. 8 REMISED PER NEW TESTING 10/15/13 R 1- C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL CONCRETEANASCNRY 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 E2111 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430 SGO 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS ORAVM: Ow0 NO. F.A. 1 08-00502 SAKE NTS -TI 02/23/09Ism-8 OF 1R ! fL q"��i r,•��GENS� Tlr• 0„626• # p� TAT rE OF NA j1 S�aG�'``• 1 5/8" MIN. EDGE DIST TRIM d d 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS. HOOK STRIP 1X BUCK TO BE r3 1PROPERLY SECURED TAPC TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY.CONCRETE INTERIOR TRIM I3/8- MIN. EMBEDMENT HOOK STRIP #10 WOOD SCREW EXTERIOR �- �- PANEL INTERLOCK HOOK STRIP INSTALLATION 2K SUCKANOOD FRAMING AND REVISONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R L METAL STRUCTURE BY OTHERS TRIM -�, INTERIOR HOOK STRIP � 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 LLC MI WIN oo Ww. of/z/x�/ CROSBYRD CARROLLTON, TX 75006 `\\\J`S •a ,'� \,••�\GEN,q� 4�H ` _*• 0 #- SERIES 430 SGO 143" x 80" NON REINFORCED HOOK INSTALLATION DETAILS AVOhF tSAT // s ..OR�C�' Q\ \\ S/pNAj11�\��\ ORAWN DVT, NO 08-500502 REV C scxE are NTS 02/23/09 9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 100 1 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 430 Aluminum SGD 143'x80' Non -Reinforced Report No.: 510809B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00502, Revision C, titled Series 430 Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLIA2-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t40.0psf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-10947 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510809-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: • Maximum design pressure: Refer to approval document. • Maximum unit size: 143° x 80° • Approved configurations: XIX • Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. • This product is not rated to be used in the HVHZ. • This product is not impact resistant and requires impact protection in wind bome debris regions. • Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00502, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 �\5\\I%I11.1////� \� R. 'L 0 (i/ 1W %4;`�rJ`��, E N S'tc► 9�'��`� * • 061 • ��o • TAT OF i�'�••:c�OR10P. ��: ►r 11111 Luis R. Lomas, P.E. FL No.: 62514 12111/2013 Florida Building Code Online CV60(—) -�I Page 1 of 3 Business . Professional Regulation f�..,,,,� qaj� �Y1epnntd BUS Moms I U9 In I User Registration I Hot Topics I sutprdt surcharge i stats a rats I Publkatlons I FBC sun I BOS Sue Map I UNG I search I Bus!nes product Approval Protessi al USER: punk User Regulation ptgNct Approval Menu > product at Apallcatlan Search > Application List >, ApPUotlon 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/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL15000-R2 Revision 2014 Pending FBC Approval Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 (419) 298-1740 rickw®rwbldgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W, Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE -43409 National Accreditation and Management Institute 12/31/2018 Ryan J. King, P.E. 146 Validation Checklist - Hardoopy Received Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM 01929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Florida Licensed Professional Engineer or Architect (11 5000 R2 Eauly FL - 15000 Eauiv of StandaMs.odF https://www.floridabuilding.orglpr/pr app_4tl.aspx?parwn=wGEVXQwtDquS73Fr2ZyiPo... 7/20/2015 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summery of Products Method 1 Option D 05/29/2015 06/28/2015 07/05/2015 Page 2 of 3 FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Impact Resistant: No Created by Independent Third Party: Yes Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLI5000 R2 If INST IS000.1.QX Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: See INST 15000.1 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 15000,I.9df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelltes, which have been stained or painted within 6 months of Installation.) 115000.2 I b. 'Fiber -Classic' or 'Smooth -Star" I CoOpaque Fiberglass XO thout n)wl g(X,OXoOOXO, XX, OX Configurations) I Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL ISOOO R2 11 INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: See INST 15000.2 for Design Pressure Ratings, any FLI5000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLI5000 R2 11 INST 15000.3.9df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 15000.3.9df additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sldelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 Il INST 15000.4.9df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: See INST 15000.4 for Design Pressure Ratings, any F1.15000 R2 AE EVAL 15000.4.901 additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sldelites, which have been stained or painted within 6 months of installation.) 15000.5I e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Installation Instructions FI -15000 R2 11 INST 15000.LW Verified By: Lyndon F. Schmidt, P.E. 43409 https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 7/20/2015 Florida Building Code Online Page 3 of 3 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R7. AE EVAL 15000.%% additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 7" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or 'Smooth -Star' 6'6 "Non -Impact' Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 if INST iS000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of')" part number doors, which have been stained or painted within 6 months of Installation.) flack r11_- _,j Us Phone: 850.4!7.11124 The State or Florida Is an A JEEO employer. [eevrlero 2007.201] Sete of Florida.:: Prlvary Statement:; Accessibility Statement:; Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions. please Contact e5o.4e7.1395. *Pursuant to Section 455.275(1), Florida Statutes, efrective 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 am a licensee under Chapter 455, F.S., please click but. Product Approval Accepts: a®®® smuril V.e $114 rr. https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 7/20/2015 THERMAITRU THERMA TRU DOORS I 18 INouwvm4t Olt.. ebOOROM. ON 43517 "FIBER CLASSIC" / "SMOOTH STAR" OUTSWING 6-8 SINGLE AND DOUBLE w/ & w/OUT SIDELITES. INSULATED FIBERGLASS DOOR WITH WOOD FRAMES. TION-IMPACr G9dEIM NOTES 1. This product has been evaAuoted and is in cornp1bce with the 51h Edition (MI41 Raids Balding Code (FBC( stnchr d mWkemenh Inlyuding the ligh Velocity Wdoone Zone! (HVIR). 2. Product anchors shall be as fisted and spaced as shown on details. AnohOr embedment to base material sial be beyond wall dressing or stucco. 3. When used m the IIVHr tlsb product Is requi ad to be protected wilh an impact resistant covering 00 wnples with Section 1626 of ttse FBC. I. When used in areas outside of the liVFl mquw g wind bane d13brFs protection this product b requted to be protected wlh an k pact resistant amaN O of comples wtlh Section 1609.1.2 of the FBC. 5. For 2x stud harnirng oaabucfion. amcho ft of these unih shd be the some as MW shown for Dc buck ma9amy consWelion. 6 Site condsNons Oat deviate 6om the detail of Iia drawing regvm hrrlhw engineering CX4* by a lcensed engneer of reg stered architect. 7. Ouhwtng cordgmIlons using Coastal sill item 839 olderactive doors. and all dh used under inactive dons. meet water inRkftn requirements for 'WW 8 Oufswing codigwatlons using r8 item 819 under the door do not meet the water h1ralim requiements far the 1WHr and shd be installed only in nomkbttable areas or at habitable locations protected by an ovednq or canopy wch that the angle between the edge of canopy or Overhang to s8 is leas than 45 degrees. 111 s I s s nomf 11,620W ou7,%WW uW 74—V MAX S OVAL3 (: q I rv� 6B.S0' WX OYWAU Wim IoSSTr MAX overAu RAME WIDTH UNIT TYPE W/LOW PROFILE BUMP THRESHOLD IN/HIGH DAM BUMP THRIiWO1D SINGLE +55.0 -55.0 +67.0 -67.0 DOUBLE +55.0 -55.0 +55.0 -55.0 SINGLE L DOUBLE WITH SIDELITES +55.0 -55.0 +55.0 -55.0 3 ` 6 6 8 111 s I s s nomf 11,620W ou7,%WW uW 74—V MAX S OVAL3 (: q I rv� 6B.S0' WX OYWAU Wim zn 2 0 d R= R-15000.1 sr I sir 12 DESIGN PRESSURE RATING UNIT TYPE W/LOW PROFILE BUMP THRESHOLD IN/HIGH DAM BUMP THRIiWO1D SINGLE +55.0 -55.0 +67.0 -67.0 DOUBLE +55.0 -55.0 +55.0 -55.0 SINGLE L DOUBLE WITH SIDELITES +55.0 -55.0 +55.0 -55.0 zn 2 0 d R= R-15000.1 sr I sir 12 o`��,` * , it EXTERIOR8. tioil 26 ry. c,:.' :.••' a••f •r� : . v.k ��' � :�•�fS: �: j:•�i• ^•i� V "'.:t• • ..A�m• i. �• '��/ ,�� 'A ,.•is,:;' r A��•°., �?.�.. '•�:::•:'3�:�� .�.5.':1��:..�tTe!•i��. � � �" !!!!!f1*111[[,FF �1 �t�.?,jl:'ii :1�;r.'S" �. ;�..t•'{...ls.=.i. °�`•J�c.; t.ti} ti N,•,'t?�. •6` ! �•Irtl. � � �� INTERIOR DOS• .,:r.T� i� 3 PANEL WmTH HORIZONTAL CROSS SECTION jr Z 2 DOOR PANEL �+ ' •' ga 2375 I% EXTERIOR •`4:�i•. INTERIOR � a� ac Iml 8 = ZJ Y�' w %� • • I � Z r ,xi t•' LOCK BLOCK �' TOP RAIL y•i^d:k�'. S ' (SMOOTH STAR) (SMOOTH STAR) �•.•`•; :,'f, C a i.. a. s•s nisi• '(•3•SCa LT DOOR PANEL Smooth Star 1.183' ED I �'o• � 1.531' ,� •�`��•:.:. � d r , 0 o aao 021411 2 1 N.T.S. d � .LATCH STILE Z8 MINCE SALE 11 BOTTOM RAIL 1 VERTICAL CROSS SECTION pw, o; JK m' (SMOOTH STAR) . (SMOOTH STAR). (SMOOTH STAG) 2 DOOR PANEL aw. n: US 3 FL-15000.1 c 0 F 49 I y J JO EiSIE@IQ8 6 2 149se. S s .I. _ • iti. k !• i�� I � � A 49 •}Q'.i:�?••i- �r. r ��_ ll.lSi' e'f' �•-L �s •y -i :. l.:n�i: 8 r(.`•.r.. IIl/1111110, •.f •:iti .�.r .N=1•y r.y. •�r r..•� y % !• •= J� •' t ii•i INTERIOR 36NWL DO YaF`i J. DDDR ! NDRizavra caoss sEcnoN •.�,'.:.;rr. d MMLLM/0tH 3 DOOR PANEL ;/ �•; ..�:..., 3Ew;, a' . y L1331' �•�- F' �: d� g 3 13 ei � _ . � 18 1 3 110r LOCK BLOCK TOP RAq. 'y: •'„�. h' � (FIBER CLA531C) —� 2 (F'18ER Cll�S57C) r "'• '1' v �rI DOOR PANEL law 1331'LATCH Fiber Cbssic 3 IM rnCL SSICj L' g R � s 2 ' vERi1CA1 CROSS SECTION some N.T.S. . �' (F1BElt CLASSIC) S (ftBER 3002/14/12 'TOMCLASSIC) 3' DOOR PANEL • ort¢ sr: JK e w: LFS i aMo mu a FL -15000.1 a O .ISI' GLASS W7Wz affE 34 32 MTHK. 40 GLASS EXTERI 118- Gt TEMPERED GLASS AIR SPACE .25"SIE£! 1/8� INTERCEPT TEMPERED SPACER GLASS SEE NOTE 1 1997 MAIL PANS. WIDTH 1.12• MAX DLO. WIDTH 0. 1 I � SIDELITE PANEL Smooth Star .469• GLASS 1111E 1/2- MIN. GLASS THK. TEMPERED GLASS AIR SPACE L.25' STEEL ' `-1/8' INTERCEPT TEMPERED SPACER GLASS . 4l SEE NOTE 1 .5' INSULATED GLASS W1 BTS LITE FRAME GLAZING DETAIL �LHORIZONTAL CROSS SECTION t SIDELRE PANEL 216' 2.717 1.717 -�{ . �--1.717 --17- s. ,,z .6 . 1.647 --I .TT PIJ�SnC UP UTE FRAME GLA�STIC UP UM FRAME tiTS TCM �� L 2 1 VERTICAL CROSS SECTION L+{ I471" ( Ixr 4 SIDELRE PANEL 6e 7A kice. +� 1. Spacing for item /41 (lite frame screws) is as follows: From the top down on sides; 54. 1531• �� 1 591' 16.57. 27.5' 38.3757. 49.375' k 60.375'. There are (2) screws both top and bottom at 2.125' in from � 42 SIDELfTE TDP & BOTTOM RAIL �� SIDEUTE BLANK SIDE STILE each comer. FINGER JOIN17ro PONDEROSA PINE. SG -0.4,3 FINGER JOINTED PONDEROSA PINE, SG -0.43 ar. FL -15000.1 v-�Lar-a W7Wz � EYE h E �LHORIZONTAL CROSS SECTION t SIDELRE PANEL 216' 2.717 1.717 -�{ . �--1.717 --17- s. ,,z .6 . 1.647 --I .TT PIJ�SnC UP UTE FRAME GLA�STIC UP UM FRAME tiTS TCM �� L 2 1 VERTICAL CROSS SECTION L+{ I471" ( Ixr 4 SIDELRE PANEL 6e 7A kice. +� 1. Spacing for item /41 (lite frame screws) is as follows: From the top down on sides; 54. 1531• �� 1 591' 16.57. 27.5' 38.3757. 49.375' k 60.375'. There are (2) screws both top and bottom at 2.125' in from � 42 SIDELfTE TDP & BOTTOM RAIL �� SIDEUTE BLANK SIDE STILE each comer. FINGER JOIN17ro PONDEROSA PINE. SG -0.4,3 FINGER JOINTED PONDEROSA PINE, SG -0.43 ar. FL -15000.1 v-�Lar-a INTERIO Lal3[4B 1 VERTICAL CROSS SECTION 5 Outswing conAguration see gereergl notes. sheet' FF1M11�4tIII wotar inliftroti requirements ti.' • . + • • •' f .: ISI "•.�r� ,` j 0 0 ~ 16 �' rrll Apt G16 ~ it 4 39 .' :.' •�• • th S z I?' f Z o. �a. L 31 2 VERTICAL CROSS SECTION \,.Ij SID£UTE PANEL T 42 L thrTERI 33 34 :� } t • SEE OTE I z I?' f Z o. �a. L 31 2 VERTICAL CROSS SECTION \,.Ij SID£UTE PANEL J Shown w/lx sub—buck INTERIOR T i z L thrTERI 331 VERTICAL CROSS, SECTION J Shown w/lx sub—buck INTERIOR EXTERIOR V 4 VERTICIL CROSS SECTION 5 Outsw;ng conaguration iee'9gecnnse t notes.• sheen for "FIVHi water rnfigrotion requirements 1. The sidelite is direct set into the jamb with (12) item /43 a ®e x 2' pfh. wood screw. There ore (4) at each vertical jamb• from the top down at 13.5. 31' 48.5' & 66'. Thera are (2) at the header at 4' from the outside comers of the frame. there are (2) at the sift. 4' from the outside comers. Li I_ 0,02/24/12 = st N.T.S. at, JK a or. LFS ; xM Wo... ° a FL -15000.1 5-ora a V ,Z,g, fi F r11.� EXTERIOR V 4 VERTICIL CROSS SECTION 5 Outsw;ng conaguration iee'9gecnnse t notes.• sheen for "FIVHi water rnfigrotion requirements 1. The sidelite is direct set into the jamb with (12) item /43 a ®e x 2' pfh. wood screw. There ore (4) at each vertical jamb• from the top down at 13.5. 31' 48.5' & 66'. Thera are (2) at the header at 4' from the outside comers of the frame. there are (2) at the sift. 4' from the outside comers. Li I_ 0,02/24/12 = st N.T.S. at, JK a or. LFS ; xM Wo... ° a FL -15000.1 5-ora a V ,Z,g, fi * 'l,��i 18 JAN`,` •s 36 E2�61QB J�.s• 13 3 : �* 1NACTNE ACTIVE {•• • 04 ,°��' ►.^ � 'T'. cam' ;i X, :i•. :`••�:z, e�< �IQIE. n a V 1, The sidelits is direct set into the jamb with (12) item �d J43 o IS r 2' pfh. wood screw. There ore (4) at each vertical �f jamb, from the top down at 13.57, 31, 48.5' do 66.d 2 There are (2) at the header at 4' from the outside ' comers of the (rame. there ore (2) at the sill, 4' from Z 8 7 the outside comers. S2 24 INTERIOR & 1.1/rMK r7"\ \ HORIZONTAL CROSS sratoN a E%A& MP) 6 ® ASTRAGAL pN S 4 13 -/ 01S'MIN. y C-SNK 10 37 . 1. 43 SEE NOTE 1 3j 4B FLrE8LF. e ( i;� i':�•�':s ::;: is (:"i'`s i''•S�r� SEE NOTE 1 34, i 33 Z 10 T`I• 36 3S . .6 a 17 18 43 36 J. 00¢ 102/24/12 1 TS NFFLjI � - 22 14 47 a' ! 3 l -NORIZOMAL CROSS SECTION �� Z\ HORIZONTAL CROSS SECTION6 ® SIOELfTE BUCK ®HINGE JAM@ TO SIOELITE `�O 1/41' MAX. i� o EXTERIOR SIt M WACE I 1�I 14 10, 18 21 914 # p != u 18 itY G o a; 13 f1 TFAIOR 12 .. t ,t,.c�t�• 4 t: .7 �:.' `%y=:;_%Li2l {t .,i`. i;tt�.'i•? �Y c:�:� .-ai"tt%' • � it�t-k .� i � �; a �• • •t •.;,}1�� a�,�. �trR . I....�t`t::. •�.,f .T'•tti.i .fi {: •rb,. �';pe �• � • t�•�S''S':��•I �.°t .d„"i t1 -:i r..••., a•� i •• J ` .mss Oc INTERIOR t0 0 G. • 8 1 HORIZONTAL CROSS SECTION INTERIO'.•.B 7® LATCH JAMB ` .. _.1S -MIN. C4WK �. r• 13 CSWK ly 17 13 47 I8 47 1.1/4'M1N. 1-1/4'MIN. I g BAL (MJ EXTERIOR EMs. (r(P-1 s 2 HORIZONTAL CROSS SECTION 30 7 ® H(NGE JAMB yt 31 SEE NOTE 1�r:� �r a j, ' �i t; �� :t 33 t?i1: r• } `td GI "4.1 LO to Yv- T• < 43 1, The aidefite is direct set into the jamb with (12) J6 item 143 0 /8 x 2' pfh. [rood screw. There are ate 02 24 12 i JS 21 (4) at each vortical jamb. from the top down at ktxc N.T.S. 13.57. 31'. 48.5' do 66 There are (2) at the 01C.W. JK a 3 HORIZONTAL CROSS SECTION header at 4' from the outside comers of the o¢ ft LiS # 7 ®LATCH JAMB TO SIDELRE frame. there ore (2) at the sill. 4' from the OR”" W. a outside comers. R.-15000.1 0 sett 7 or- a, 0 4 4- 68 II S 1 ;vy�....... VV MASONRY II SHOWNNFOR 1 MULLION J M450NRY rr* ��a i OPENING TSO () REFERENCE SHOWN FOR II OPENING TMP- HEAD �� ti ~ o REFERENCE 11 d: JAMBS kl ASTRAGAL R a do JAMBS1 I ( 1 SHOWN FOR y _ 2X BUCK --//1 it 2XBUCK 1 REFERENCE \$ o I I 1 ASTRAGAL `SHOWN FOR I I 1 REFERENCE DOUBLE W/SIDELITES BUCK ANCHORING DOUBLE DOOR BUCK ANCHORING Pw. en JK o«. or. LFS ewr'm ro FL -15000.1 4- I --`MULLION I I P 1• MASONRY II SHOWN R MASONRY TYAi REFERENCE ENING TYP. HEAD HED i II do JAMBS do JAMBS I 2X SUCK—/ II I I CONCRETE ANCHOR NOTES: I I I 2X BUCK ti 1. ah.M@Comas moy be acMW to mczhtch the mfr. 1 MULLION J I O edge daimroe to � SHOWN FOR 11 -. 2 Concrete anchor locations noted as MAK ON CENTW must be odJusfed to I I REFERENCE I I 3 maintain the mh edge distance to mortes• jafnk add0lond concrete onchom`- may be ww ed to ensure the MAX ON C&MIrclLnensbrs aro not exceeded. a•': I ( I I ^ 6 anchor 3. Conaefe anchor table: I I : o I I N ANCHOR ANCHOR MIN. MIM CLEARANCE MIA. CLEARANCE ' ' y TYPE SPIE EMBEDMENT TO MASONRY TO ADJACENT ` ; •` : .� >.!4 : : 4 EDGE ANCHOR. SINGLE- ITIN • TA►CON 1/Lf 1-1/t ? f BUCK ANCHORING BUCK ANCHORING ELCO. uLTRACOa 1/4r 1.1/r 1• Ir Pw. en JK o«. or. LFS ewr'm ro FL -15000.1 6' 1 f` ,-3 1 vi SEE MAIL '4' SEE SEE O�,� SEE OET IL DETAIL '4' I ' r6. SEE DETAIL 3' C' DOUBLE ODOR CONCRETE ANCHOR NOTES: I. Concrete anchorlocatimm at the corners may be o*sted to maintain the mim edge distance to manor joink 2. Concrete anchor imoftu noted as MAX ON C&Mr awAt be odusted to maintain the min. edge dirtance tanorlon joink oddifioral concrete reanchors may be req~ to ensure the %W. ON CENTER' dirnendon are not exceeded. 3 Carinate anchor roble: ,AO6= Aip$6RRAIN 1100 CLEARANCE -TOAIASONRY MDL CIFARA_MCE TYFE SRE dNBED1NENf /GAWACEM EDGE. ANCHOR nw TAPOON° 1/* 1.1/1' r t' TAPCON° 3/ITW 1P 1.1/1' r MSTALLAT10N W000 VRWAI 1 1. a mhirnlm edge 6ttanee I' end detonce. 3 I' o.c. spacing of Il wood screws ro prevent the spftV of wood v1 SEE DETAIL .2. - 'B' A' ]6- 56'r- T *8' A' VIEW 'B' -'B' SINGLE DOOR 11 N of W/2X BUCK ,2 10 INSTALLATION e W/1X BUCK 10 13 - N ,,INSTALLATION(§ 10 R DETAIL 'IDETAIL '4' DETAIL 'S' 48 THROW BOLT W/2X BUCK-, r AT THE THRESHOLD INSTALLATIONO W/2X BUCK W/1X BUCK' INSTALLATION. - INSTALLATION 49 W/1X BUCK 48 °Q INSTALLATION ° 02/24/12 'I sure N.T.S. O.ti er: JK a DETAIL 3 w: ' cm. LFS j ATTSTCRIKE TRAGAL TORE AME OL7 ° AS SHOWN. DETAIL 2' FL -15000.1 e spw9 or J� s _ p 6o L W/2X BUCK MSTALLAT10N 1WOUCK 1 ALLATION. TYV. HEAD & Oi JAMBS v1 SEE DETAIL .2. - 'B' A' ]6- 56'r- T *8' A' VIEW 'B' -'B' SINGLE DOOR 11 N of W/2X BUCK ,2 10 INSTALLATION e W/1X BUCK 10 13 - N ,,INSTALLATION(§ 10 R DETAIL 'IDETAIL '4' DETAIL 'S' 48 THROW BOLT W/2X BUCK-, r AT THE THRESHOLD INSTALLATIONO W/2X BUCK W/1X BUCK' INSTALLATION. - INSTALLATION 49 W/1X BUCK 48 °Q INSTALLATION ° 02/24/12 'I sure N.T.S. O.ti er: JK a DETAIL 3 w: ' cm. LFS j ATTSTCRIKE TRAGAL TORE AME OL7 ° AS SHOWN. DETAIL 2' FL -15000.1 e spw9 or J� s _ p 3 � f`. � � � 3• IFE43 C' A' -�F L SEE DETAIL 1 "J NZX BUCK INSTALLATION W/1R BUCK INSTALLATION TYP. HEAD R JAMBS n SEE DETAIL — "�' SEE DETAIL I• SEE DETAIL •5• h _ SEE OETAxv_ 15 15 2' 31 I C' A' ,y VIEW C'- C" DOUBLE DOOR W/SIDELITES 9 CONCRETE ANCHOR NOTES: 1. Concrete anchor locoflom at Mee comers may be acMted to maintdn the m6L 0090 distance to mortar jolnls. 2 Concrete anchor lowtiom noted as MMX ON C&,(W meat be adpated to mdnfoln Mee min. edge dWonce to n"Aw joink addiMoral concrete anchors may be required to ensue the 7AAX. ON C&M r dLnenpon are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIK AI L SSE CF TM SITE 1T� LGASOHR>I 1>, AL1fAGBUT EDGE ANCI(OR. TA/CONe 1/4r 1-1/4r r r nw TAPCONe 3/16' 1.1/r 3' 1-1/r VV0W3G1VW MFAUABON NORW I. Moinksh o nebelrrwm 5ff edge distance. 1 errM wood screws to prevent the speteog of wood. 'B' "A' 8' A' )OOR W/SID N N H i� 37 10 10 13 Q W 0 10 h DETAIL '1' DETAIL '4' L k DETAIL '5" THROW BOLT yy INSTALLATION BUCK TALLATION i3 48 13 AT THE THRESHOLD W/1X BUCK INSTALLATION 1B era 02A41-12 DETAIL "3' WAD N.T.S. ATTACH ASTRAGAL THROW BOLT M or: JK STRIKE AS SHOWN.DETAIL 2 FRAME E er: LFS ' come e rn,: FL -15000.1 J-0- -a—1, Z ? 32S 325' r #t ea 4sIs TYP. TYP. 27 TYP 27 a 1eerII I i les �• 2T + 14.3r o W� 79.zs �I 0.125 o � a SEE NOTE 1 d 0.063' Ld 24 ■ 1.910 0 u ASTRAGAL offal oar OY'24 12 24 N.T.S. 9 3 �: o■c. er. JK u a■. or.. US ; 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP °■ft"o N° eai AND THE BOTTOM. FL -15000.1 c sw I1 a 12 0 �► ; 'r�'i':- �;�'n�(f`i'�%ull/ tip T' - E� darer F4 X::=r �9rusu F3fII1F /1W-��L)�r p Dl�i,'z•� � F� iw:.�i�t�; lr:r--�rR• .'rr:,T„,:srt r��'".3J� L::?� lu Q t�rrr� i7u.731 �� 7 �1#7i'77:Ti moi:0 MU I.- O C7DaZi� •amu __ E;L� V!3® OF] —1i asst 1� 2 WOOD FRMIE FINGER JOINTED PONDEROSA PINE, SO -0.43 ioGN DiY-DI�JiOtD J9 LLu►fIN 1WOOD •THRECtxL A' .DSO' WALL Tl'P, EI Ft— 15000.1 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board of Pmfenionnl Engineer Certificate of Authoriratton No. 9813 Product Sub Category Manufacturer Product Name Category Joseph A. Reed, P.E. ETC Laboratories Wendell W, Haney, P.E. ETC Laboratories Wendell W, Haney, P.E. Therms -Tru Corporation "Fiber Classic" / "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive Outswing 8-8 Single and Double w/ & w/out Sldelltes Doors Assemblies Edgerton, OH 43617 Insulated Fiberglass Door with Wood Frames Phone 419 288-1748 1 "Non -impact,, Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61 G20.3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Umltat/ons: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product is required to be protected with an Impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15000.1 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors, and all slits used under Inactive doors meet water Infiltration requirements for "HVHZ". 8. Outswing configurations using sill #19 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. 9. See drawing FLA 5000.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by TEL 01460337-A,B,C ASTM D635-03,ASTM D1929-96 Testing Evaluation Leb.,lnc. Lyndon F. Schmidt, P.E. TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC 01-741-10700.0 ETC 01-741-10702.0 ETC 01-741-11008.0 TEL 06-1031-2 TEL 01460136 ASTM D2843-99 ASTM 0635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26.95 ASTM E84 -00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 AAMAI W DMA/101 /I.S.2/A440-05 Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Lon Hicks, VP Operations Omega Point Laboratories William E. Fitch, P.E. Architectural Testing, Inc. Joseph A. Reed, P.E. ETC Laboratories Wendell W, Haney, P.E. ETC Laboratories Wendell W, Haney, P.E. ETC Laboratories Joeseph L. Dolden, P.E. Testing Evaluation Lab.,lnc. Wendell W, Haney, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by w�-„;;��; c�.ej., Sinned & Seated by No. FL 15000.1 RW Building Consultants, Inc. (CA #9813) �• °0 .; `'r`) `� �.;gAs,,n Lyndon F. Schmidt, P.E. 3. Calculations Prepared by v �; • `r saSl r Sealed b Anchoring RW Building Consultants, Inc. (CA #9813) 1 =rndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. Y_Z�IV 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management' r Lyndon F. Schmidt, P.E. Institute , certifying that Therma-Tru Corporation Is manufacturing products - FL PE No. 43409 within a quality assurance program that compiles with ISO/IEC 17020 and 2/2015 Guide 53. Meet 1 of 1 'v Florida Building Code Online .1:,g0W_T -t�(X* Page 1 of 3 Business & Professional Regulation roc VIIII OM I fou In I user Registration • Mor Topfrs I submit surcharge ! saes ees es & FaI ftbb000m I RC salt I OM sae May I unzs I sascn r AordaOppartnI Buesnse Psi a Product Approval ro kr Regulation > ftwjud at MMMin Sdiffft > A=Hnftn Ift a AP kWan °mill' FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 (419) 298-1740 rickw@rwbldgoonsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsuitants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency Natlonal Accreditation & Management Institute Validated By Ryan J. King, P.E. :41 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) SUMdALd Yesr 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 hos://www.floTidabuilding.oTg/pr/pi_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FL15225 R3 11 INST 15225.5-68.0df FLIS225 R3 11 INST 1S225.540.odf F 15225 R; It INST IS225.68M.Ddf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes Page 3 of 3 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI IS225 R3 C CAC 15225.6 N MI Certs odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and 1`115225 Pa It INST 15225.6-68.edf 15225.6-80 (8'0 Door Products) for installation instructions. &L= R3 I1 INST 15225.6-80.0df (Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FI 15»5 R3 AE EVAL 15225.6-68.odf Ft IS22S R3 AE EVAL 15225.6-80.0df Created by Independent Third Party: Yes cnnlaa us :: two North "oftree Siren. Tanaha$ae R 3Z N2 Imo:. fwn.nialt IDg7• M� era . of FTertl ` • Accessibility StAtoment :: Refund Statement The State Of Florida d an AUEEO employer. • 9�fiOGSt11� : • - under Florida law, email addresses are public records. If you do not want your e-nw11 address released In response to a public-rewrds recluest, do not Send electronic man to this entity. Instead, contact tiro Office by phone or by traditional man. It you have any questions, please CDMtM 850.487.1395. -Pursuant to Section 455275(1), norlds Statutes, effective October t, 2012, ntsnSees licensed under Chapter 455, F.S. must Provide the Department with an email address It they have one. The ecrraRs provided may be used for ofrival communication with the licensee. However email addresses are public record. It you do rot wish to Supply a personal address, please provide the Department with in email address which Can be made available to the public. To determine If you are a licensee under Chapter 455, FS., please dick JIM. Product Approval Accepts: ®®ER® Credits(AFE https://www.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Configuration Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331frAS202 Maximum The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within Certified . _ YJ A Ra.., r_..�n..eN.,.. o...e.. m is —r-11ted by The Amerieen National Standards Institute (ANSI). NAMPS Certified Product Lunn at ww�..r.amt r.511 - IVI . y . ,., '— , .,�......_..,...... ._... — _�-- -- - The ri Glazed Design Missile - - Test Report Number & Inswing Configuration or or Maximum Pressure Impaet Outswing Opaque Size Po&/Neit Rated Comments X 1/S Opaque 3'0" x 6'8" +67/-67 No ETC -01 -741 -10703.0/L. -2097=F -253F Sin le X O/S Opaque 3'0" x 6'8" +67/-67 No ETC-01-741-10703.0/L-2097/fTF-254F Single XX I/S Opaque 6'0" x 6'8" +40/-40 No ETC-01-741-10703.0/L-2097![TF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" +40/40 No ETC-01-741-10703.0/L-2097MF-254F Double Standard Aluminum Astragal XX I/S Opaque 610" x 698" +47/47 No ETC-01-741-10703.0/L-2097ITTF-253F Coastal Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" +47/47 No ETC-01-741-10703.0/L-2097fTTF-254F Coastal Aluminum Astra al Double OXO/OX/XO I/S Opaque Door 594" x 618" +40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097%ITF-254F Sin le w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 6'8" +40/40 No ETC-01-741-10593.0/L-2097/I'I F -253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" +40/40 No ETC-01-741-10593.0/L-2097fffF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" +47/47 No ETC-01-741-10593.0/L-2097rM-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 894" x 6'8" +47/47 No ETC-01-741-10593.0/L-2097MF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal / VA "nn National Accreditation & Management Institute, Inc./4794 George Washington Memo a JV— ayes, Tel: (804) 6845124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therms -Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within v • w�..- n.....tri.....t... o........,...: e......Airul by Tho American Natianai Standards Institute (ANSI). NAMI's Certified Product Ltsan ai www.t�tamtccrnt1cau n. wa. t.nw.. , l.F....aW Yvu . •....... " - American Tel: (804) 684-5124/Fax: (804) 6845122 ,J NANH AUTHORIZED SIGNATURE: �C/ Inswing Glazed Design Missile •-------- - Test Report Number Configuration or or Maximum Pressure Impact & Outswing Opaque Size POSINCK Rated Comments X I/S Opaque 3'0" x 6'8" +67/-67 No ETC-01-741-10702.0/L-2096/ITF252F Sin le X O/S Opaque 3'0"x 6'8" +67/-67 No ETC-OI-741-10702.0/[r2096/ITF251F Single XX US Opaque 6'0" x 6'8" +40/40 No ETC-01-741-10702.0/L-2096nW252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" +40/40 No ETC-01-741-10702.0/L-2096/ITF251F Double Standard Aluminum Astragal XX US Opaque 6'0"x 6'8" +55/-55 No ETC -0 1 -74 1 -11 008.0/L-215 I MTF252F Coastal Aluminum Astra al Double XX 0/S Opaque 6'0"x 6'8" +55/-55 No ETC-01-741-11008.0/L-2151/TTF251F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 5'4" x 6'8" +40/40 No ETC-01-741-11008.0/L-215IMF252F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" +40/40 No ETC -01-741-11008.0/L-2151=251 F Single w/Sidelites OXXO US Glazed Sidelites Opaque Door 814" x 6'8" +40/40 No ETC-01-741-11008.0/L-2151/ITF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 874" x 6'8" +40/40 No ETC -0 1 -74 1 -11 008.0/L-215 I ITTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum As al OXXO US Opaque Door 894" x 6'8" +55/-55 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" +55/-55 No ETC -01-741-1 I008.0/L-2151/TTF251F Double w/Sidelites Glazed Sidelites Coastal Aluminum As tragal National Accreditation & Management Institute, IncJ4794 George Washington Memorises y/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 6845122 ,J NANH AUTHORIZED SIGNATURE: �C/ ANCRoR ANCIfOR 4-r - -1 4- 4- sri!< rMS&Aw 4. ANCHOR aw TIJCONs I/f I-Ipr T N 1/i �f 1' 4 UIT�ACON 4• 4• `• `•' ` `• = MULL I1 SHOWINNFOR 1 MULLION MASONRY OPENING P P• HEAD :i• TYP. II REFERENCE SHOWN 1 REFERENCE II do JAMBS I ASTRAGAL 1 HEAD •� II `MUWON II (I MULLION 4 MASONRY TYP. HEAD -/,1 MASONRY OPENING 4 it SHOWN FOR II REFERENCE TYp,EAOII MASONRY 4 OPENING II SHOWN FOR REFERENCE II OPENING B JAMBS HEAD I I _BUCK II I to t1Me do JAMBS 1 k JAMBS 11 I 1 !1 d ASTRAGAL 11!✓ a 1. ro o+MclMar beo6oro ai Ra corners mor be adFnteO ro mo6�Mdn min. I I 2X BUCK -/I 2X . •`SHOWN FOR 11 2X BUCK I I I _ d 2X BUCK-/ UCK I I I I i o p - 6 1 REFERENCE I I I I ti o mainrdn the rnh edge astcm* to nwawj*ft od*lbr%0crossmero cndm MULLION 1 I 1 I ( ♦m u 11 SHOWN FOR I I ci II II rod 11 II REFERENCE II II - 11 1 W/SIDELITES SINGL DDDRSINGLE BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING ANCRoR ANCIfOR 4-r - -1 4- 4- sri!< rMS&Aw 4. ANCHOR aw TIJCONs I/f I-Ipr T N 1/i 1.1/f 1' � UIT�ACON 1 MULL I1 SHOWINNFOR 1 MULLION MASONRY OPENING P P• HEAD TYP. II REFERENCE SHOWN 1 REFERENCE II do JAMBS I ASTRAGAL HEAD SHOWN FOR 8: JAMBS II NpI6:1 1. lx bud n*LS.G.i0.S5. 2X SUCK -/,1 REFERENCE 1 _BUCK to t1Me 1 11 I 1 !1 d ASTRAGAL 11!✓ 1. ro o+MclMar beo6oro ai Ra corners mor be adFnteO ro mo6�Mdn min. . •`SHOWN FOR 11 edp�de+arMeeronMortatlointa z Corsflets arrAor ro�a6ary no W (S MAX. ON CBVW MAW bs atAnted to 1 o p 11 I) 1 REFERENCE I I ti o mainrdn the rnh edge astcm* to nwawj*ft od*lbr%0crossmero cndm 1 I 1 1 ( I mwwoeauteetoerow�me'twAx.Or+cJ3+l�arnwMdonaenoteloonde�d. 1 (I a Commte andMor roots: 11 1 ANCRoR ANCIfOR MIN. AU* C114LW.. ! toKAiOW ma C IDAWCW i"rE sri!< rMS&Aw wo ANCHOR aw TIJCONs I/f I-Ipr T 1/i 1.1/f 1' � UIT�ACON 1 II II ILA' -.1. DOUBLE DOOR MASONRY OQUALE W/SIDFLIITFS BUCK ANCHORING OPENING BUCK ANCHORING 1111 -z amp u 2121112 N.T.S. 3 m er. JK c cw� sx. U'S 3 Dttr•r•o rp! FL -15225.5-68 =� C' ; IN �n$N 7• PAIRS 30 °i TYP Item 3- 7 Material A 1110 x 2-1 2 PFH WOOD SCREW L 43.-.1 __,t t C 1115 1 X I PFH WOOD SCREW x 374 L SCR Hine to rome STEEL STEEL 10 x 2 LG. PFH WOOD SCREW 3 X -1 2 LG. CR STEEL SEE NOTE JI '3' 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW A W/2X BUCK _ STEEL 9 11 1 4 x 3-3 4 ITW PFH ONCRETE SCREW 3 16 x 3-144 ITW PFM CONCRETE SCREW STEEL S SHEET 3 p SEE DETAIL 1 4 x 3-1 4 ITW PFH CONCRETE SCREW INSTALLATION IJ MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE t64 i 4 X 2-1 4 PFH IT1V CONCRETE SCREW p HEADER JAM SUGAR PINE SG >= O.J4 1244- THK. PRESSURE TREATED SIOELITE PAO 9 W/lx BUCK 30 1112-_X t X 25 GA. CORRUGATED FASTENER INSTALLATION W a ? /� �. H� N� _ JI MUWON & JAM85 N' SHOWASTN OR 1 SHOWN FOR _ REFERENCE p REFERENCE = 1 p SEE to 1 _ONLY DETAIL '4' o 16 16 16 y $ _ c 12 I 1 p L - 1 .C. E' ,T VIEW 'C'-'C ODUBLE DOOR W/SIDELITES VIEW 'E-• AOai °/ oP1ow C°I•°/ww fASMWM rnw /w M*• ALL sovim w o°a +tee oxaomm) Item DESCRIPTION Material A 1110 x 2-1 2 PFH WOOD SCREW STEEL B #10 X — 4 W STEEL C 1115 1 X I PFH WOOD SCREW x 374 L SCR Hine to rome STEEL STEEL 10 x 2 LG. PFH WOOD SCREW 3 X -1 2 LG. CR STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW i s x t-3 4 ITW PFH ON RETE SCREW STEEL 9 11 1 4 x 3-3 4 ITW PFH ONCRETE SCREW 3 16 x 3-144 ITW PFM CONCRETE SCREW STEEL S 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW IJ MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE t64 i 4 X 2-1 4 PFH IT1V CONCRETE SCREW 2 HEADER JAM SUGAR PINE SG >= O.J4 1244- THK. PRESSURE TREATED SIOELITE PAO NSTEELWOOD 21 30 1112-_X t X 25 GA. CORRUGATED FASTENER ' 4'3 --1 I SEE MAIL 1 ASTRAGAL SHOWN FOR p REFER 01N�lYE 1 A' 8' —' i I I f-- W/2x a IOK A INSTAL1.=14 ItYP. W/ix euCK o IN ALLATION . : d HEM & - o JAMBS SEE DETAIL '1. W/2x BUCK2 INSTALLATION W/1X BUCK INSTALLATION t2 t G A' W/2X BUCK INSTALLATION 3 1 W/1X BUCK It 0 DELL '1' INSTALLATION D TAI '3' ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME AS SHOWN. t C t DEWL '4' j 2 1 12 i N.T.S. ° yr JK ° 15225.5-68 a b� =� r5 ll* 't, INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR i E � 20 21 ' 13 13 13 16 Is Y 1 VERTICAL CROSECTION 2 YE 11CAL CROSS SECTION3 YE CAL CROSS SECTION Out ton puotbn 7 R INTERIOR EXTERIOR EXTERIOR INTERIOR EAR1011INTERIOR S 16 13 r5 . S 4 t SSS ECIION �S1 VERTICAL CROSS SEC110N Trx 6 VERTICAL CROSS SECTION aie 2121/12 i o �orc N.T.S. i i 1 purotion `OJ w ail conn�uoiRln Ovtr p oONgirat ao. ar JK as W. VS ; oouwc m A F1-15225.5-68 u 1.0 6 -JL C 4 •- _ 4- 4- r 4' 1 1 Sol 4 1 I I ' 4 II1II1 I1II)I :---ri�r'�;�'� �.i:.f:l.�./.T•�j q� .SHOWN FOR MASONI MUWON MSONRY MASONRY RY OPENING �BOPENINGIEAOPENING TYP , G ;; H�1T#offgi he o ' k JAMBS- & JAMBS I I ails ils Q a o I I n v 2X BUCK � I I Lo o ' MULLION J' f1i 2X BUCK II - (I SHOWN FOR II of o I I i i REFERENCE II G gg 2X BUCK -/I( I I I I 2S = II if SINGLE DOOR SINGL W/SIDELITE - SINGLE W/SIDEUTES G o BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING 1 s. �• �.� 4 i. •.�':'..1v.: 48 4 - .ti« ,• `MULLION t I I • MASONRY 4 1 4 I I SHOWN FOR 1 MULLIONLA OPENING TYP. HEAD I� ASTRAGAL �'• I I REFERENCE t SHOWN FOR' I I & JAMBS l HEAD 1 REFERENCE II 1 1 SHOWN FOR & JAMBS I II C+ REFERENCE 1 II Nom. 2X BUCK 11. 1 11 I. sx b cr rIn. &G. z cLss t I I 1 I I t 2X IIASTRAGAL II i t SHOWN FOR 11 coNcttE7E ANCWW No16: 1 _ BUCK 11 t j 1. conaero onchor bcanmu or nr comes may be adpafed ro mdnfafn the min. t I I I REFERENCE I I a edge dikowe to mortar joins I I 1 I I ^ z cancea anchor bcofiam Woad os TUX. ON CEtJ16f must be odµsfed to t - mdntoin na min. edge dpance to mu do jdnls. C"bnd canaoa anchors I I I t I I _ moY be nsqueed to amore the TUX. ON CENmY amort on are nat exeooded I 't 6 I I t I I z 3.conamfeonchorta t 2 c I I I 11 c v we 2121112 slur N.T.S. 9 ANCHOR II 1 II o.c. a JK ° i , .':i am en LFS ; . �:;:.( • s r; awwC w+ ; MASONRY DOUBLE W/SIDELRES FL -15225.5-80 c NG BUCK ANCHORING On NGANCHOR ANCHOR OPENING smw aa ANCNOR MIN. M (:(E4RA)#0 irSluiOxar MW.G. ,_ 11bAf1fACt1Q TYPE SfiF fm ANL'IfOR ITWr TA►CONe 1/4 1.114 1' 4SUCK nJ=m 4-j t-3' W/2X BUCN 1 SEE DETAIL '3. 111 1INSTALLATIO1SEE NOTE 3 I /CH SHEET J 1 IYP. HEAD 1 MULLION & JAMBS SHOWN FOR REFERENCE ASTRAGAL -Ji SHOWN FOR - - REFERENCE 1 — ONLY 1 _ 1 1 SEE a 16 16 1 t6 16 OETAIL 1 -4- 12 4-12 IU 5 p S 12 lu 1 C' VIEW "C" -"C" nnuB F DOOR W/SIDELRES W ? A' Z W JOJ' >WWT=/1 i It I 1 wL/2x tiuCK A pp, SEE SEE DETAIL 1 NTALUnoH DETAIL a "J" 1 W/Tx 81IM V ^ 1• 1 WSTALIAIIDK as 1 TYP. HEAD k `! p — GAL� JAMBS — � — A5TRA— c SHOWN FOR _ Q REFERENCE _ ONLY i� — 1 — N t6 1 16 0 4 VIEW "E" -'E" DOUBLE DOOR VIEW A"- A" Item DESCRIPTION Material STEE A 10 x -1 2 P H WO SCREW SEL g 10 1-31 PFH WOOD 5GKtW C 10 X 1 PFH WOOD CREW L 1 10 x J/4- G. SCR (Hinge to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITA CONCRETE SCREW 5 1/4- x 1-3/4- 7114 PFH CONCRETE SCREW STEEL 114- x 3-314- ITW PFH CONCRETE SCREW 10 X FHS STEEL 11 3116' x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW TEFL 13 010ORY- 3000 PSI MIN. CONCRETE HOLLOW BLOCK CONFORMING TO ASTM C90 RMING TO ACI CONCRETE 16 1 4 X 2-1 4 PFH (TW CONCRETE SCREW 2 HEADER JAMB PINE SG >- 0.42 WOOD wuuu- 21 3 4 THK. PRESSURE TREATED SIOELITE PADSTEEL 30 1 2- X 1' X 25 GA. CORRUGATED FASTENER S g V HM W/ *POO" OMMTW — fASTai 4P� /aD (�%• •tt SOUR TO OOeR JY! OOMTSM'ISI — 0 p W • G F 1 -n •11 � t Q d DETAIL "4" s • A DETAIL 3" ' ATTACH ASTRAGAL THROW BOLT UC STRIKE PLATE TO FRAME a AS SHOWN. Ac 2121112 = N.T.S. 5 oc. m JK a 1 c... LFS ; d DETAIL "1 w, Wo.' FL -15225.5-811 a W ? A' Z W JOJ' >WWT=/1 i It I 1 wL/2x tiuCK A pp, SEE SEE DETAIL 1 NTALUnoH DETAIL a "J" 1 W/Tx 81IM V ^ 1• 1 WSTALIAIIDK as 1 TYP. HEAD k `! p — GAL� JAMBS — � — A5TRA— c SHOWN FOR _ Q REFERENCE _ ONLY i� — 1 — N t6 1 16 0 4 VIEW "E" -'E" DOUBLE DOOR VIEW A"- A" Item DESCRIPTION Material STEE A 10 x -1 2 P H WO SCREW SEL g 10 1-31 PFH WOOD 5GKtW C 10 X 1 PFH WOOD CREW L 1 10 x J/4- G. SCR (Hinge to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITA CONCRETE SCREW 5 1/4- x 1-3/4- 7114 PFH CONCRETE SCREW STEEL 114- x 3-314- ITW PFH CONCRETE SCREW 10 X FHS STEEL 11 3116' x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW TEFL 13 010ORY- 3000 PSI MIN. CONCRETE HOLLOW BLOCK CONFORMING TO ASTM C90 RMING TO ACI CONCRETE 16 1 4 X 2-1 4 PFH (TW CONCRETE SCREW 2 HEADER JAMB PINE SG >- 0.42 WOOD wuuu- 21 3 4 THK. PRESSURE TREATED SIOELITE PADSTEEL 30 1 2- X 1' X 25 GA. CORRUGATED FASTENER S g V HM W/ *POO" OMMTW — fASTai 4P� /aD (�%• •tt SOUR TO OOeR JY! OOMTSM'ISI — 0 p W • G F 1 -n •11 � t Q d DETAIL "4" s • A DETAIL 3" ' ATTACH ASTRAGAL THROW BOLT UC STRIKE PLATE TO FRAME a AS SHOWN. Ac 2121112 = N.T.S. 5 oc. m JK a 1 c... LFS ; d DETAIL "1 w, Wo.' FL -15225.5-811 a g V HM W/ *POO" OMMTW — fASTai 4P� /aD (�%• •tt SOUR TO OOeR JY! OOMTSM'ISI — 0 p W • G F 1 -n •11 � t Q d DETAIL "4" s • A DETAIL 3" ' ATTACH ASTRAGAL THROW BOLT UC STRIKE PLATE TO FRAME a AS SHOWN. Ac 2121112 = N.T.S. 5 oc. m JK a 1 c... LFS ; d DETAIL "1 w, Wo.' FL -15225.5-811 a INTI 1 VERTICAL CROSS MMM 6 .. 5-qwwMo^ j mw . 4 VERRCAL CROSS SECOON d Q COf1 0(� 3� EXTERIOR 2 VERTICAL CROSS SW90N_ EXTERIOR INTERIOR b VERTICAL CROSS SFQM Out p Confo m a . VER11CAL C GIS SECTIO 6 EXTERIOR n INTERIOR tl1TVEW AL CROSS SECTION i N.T.S. or. JK or. LFS ■C ■0, 15225.5-80 Tam --Ile. ... .... - INTERIOR EXTERIOR INTERIOR 20 2! c� i n $ 1J n 21 12 �Q INTERIOR b VERTICAL CROSS SFQM Out p Confo m a . VER11CAL C GIS SECTIO 6 EXTERIOR n INTERIOR tl1TVEW AL CROSS SECTION i N.T.S. or. JK or. LFS ■C ■0, 15225.5-80 Tam IT � INTERIOR INTERIOR ,.• 0olls • 41 o % 3 sj �f�H � 4E C C E T G k EXTERIOR EXTERIOR h INTERIOR H s s 1 HORIIOMAL CROSS SE MON 3 HORIIOMAL C ON W H E ; EXTERIOR • '` 5 HORROMA[ CROSS S ON E ' INTERIOR INTERIOR i 4 , 64 16'jatb 'E^ c�• EXTERIOR EXTERIOR H • N - 2 8 am 2 21 12 = H xxt N.T.S. 5 2 ORTIOMA[ cgoss sEcyyoN1 HORROM ! CROSS SECTION a IJ s 3 FL-1 2 a FI.-15225-68M o 2 Oulfwin9Carft""o1+ ulswingeonTgurotbn b9/16�jamb 69/1�jCmb a sat► °� O )/.9nO6'HEADEAD H TTP. )4A/10 HEAD MUUIOH J SHOWN FOR REFERENCE CAM I VIEW -C•"C" SINGLE DOOR W/SIDEUIES -1 f-- r �� y 16 O AA L S p L is 0 M/1N is TYP.0HED F /16HAD w MUUGH RSHOWN UGMENCli n V6.9/16'JAMB — oiN M. 0 JAMBS 4.911CJAMB X SEE OETA1L Y VIEW'r-'r VIEW V"- W 1. Conaele ondor loeatbm at the Camera may be acRAslod to rtW6Uain Ra mtm edge c Na ce to tnwtar jolnh. 2 Condets anchwbcadom noted as MAX. ON CENTER' mal be o4mted to nmhtah the mh. edge dmVnce to nw twl*ft adcblwW concrete anchm My be tsquied to art we ere MAX ON CROW d wsion ars not exceeded. �- Concrete onchw table: ANCHOQ ANCHOR AtQi PAMMAARAMCE ibMASONRI' M81,;_ CE MAD*CW TYRE Sao ANCHOR 1/P 1-1/t r r TAICONe 1' r ULiRACON 1/11' AS SHOWN AS SHOWN T me I SIOEL 1 NOTES: 1. the sfdelte h dcect set into the lamb Kith (12) M8 x 7 plh• wood saews. There ore (4l of eoch vertical jamb, from the fop down of 13.5' 31. IBS' d 66". Theta are (2) Of *0 header of 4' bum the ovtside cornets of the home. There ore (2) at the A Prom the ovWde comers. l� EE T i'r v o •_ off" E s r q g 'HEADyVa� y♦ 6ii TYP. 6 JAMBS AT 49lId IAMB F� s, o OEt�'R' . o nl SINGLE DOOR W/SIDEU►E VIEW"r-l" SINGLE DOOR VIEW A'= A" !* 6 © � 'AIL *1" DEMLY 27 E . 27. 26 Standwd 0 IL Ir DErAIL"r R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O Box 230 Valrico, FL 33595 Phone 613.659.9197 Florida Board of Professional Engineers Cerlificale orAulhoriznion No. 9813 Product Sub Category Manufacturer Product Name Cate Thermo Tru Corporation "Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, 01-143517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID $1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or In any other entity Involved In the approval process of the product named herein. Umltations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Codification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations Instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturers Installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no instance shall they be less than shown In drawing FL -15225.5.68. S. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225.5.88 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5.68 require further engineering analysis by a licensed engineer or registered architect. Suppordng Documents: 1. Test Reoort No. Test Standard ETC -01-741-10702.0 ASTM E330.02 / TAS 202-94 ETC -01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. erawlna No. Prepared by No. FL -15225.5-08 RW Building Consultants, Inc. (CA $9813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA $9813) Tesunn Laboratory Sinned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. ��;••1rtUr,�r S Lyndon F. Schmidt, P.E. FL PE No. 43409 Sheet 1 of 1 2/68015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Velrieo. FL 33595 Phone B 13.659.9197 , Florida Board of Proressiond Engines Cemiricale of Authorization No. 9813 Product Sub Category Manufacturer ASTM E330-02 / El 886-02 / E 1996-02 Product Name Cate o _ 2. Drawlna No. Prepared by No. FL -15225.68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Therms Tru Corporation RW Building Consultants, Inc. (CA #W13) 6'8 Single IL Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ d w/o Sidelites Doors Exterior Door Manioc Door Edgerton, OH 43517 Outswing Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants. Inc. b Lyndon F. Schmidt, P.E. (System ID * 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umltatlons: 1. This product anchoring has been developed in complance with the 5th Edition (2014) Floridity Building Code (FSC) structural requirements excluding the'liigh Velocity Hurricane Zone. See the Cer iilcallon Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anch*m shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no Instance shall they be less than shown In drawing FL -15225-68M. 5. Where shims are used, they must be a 'rigid / sbW material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225-68M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL -15225.68M require further engineering analysis by a licensed engineer or registered architect. Supporting Docurneata: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / El 886-02 / E 1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawlna No. Prepared by No. FL -15225.68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #W13) Sheet 1 of 1 Testing Laboretory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slanod & Sealed ter Lyndon F. Schmidt. P.E. Sinned R Seated by Lyndon F. Schmidt, P.E. '`s�s1lttrtr►rir�/ %% C 1.11 r) P•, A •+7J • •• V ��rrrrtts►�� Lyndon F. Schmidt. P.E. FL PE No. 43409 2!62015 f Florida Building Code Online Umer kul me—O--I-> page 1 of 1 Business - : Professional Regulation r� W DeplttratN BCIS Hama I lap In I User Registration I Hot TOPICS I submit Surdarge I Seta o Facts I Publications I Fec can I Bcls site Map I links I search I Busines 'U' nes alproduct Approval ®lJSEN: PUDIC Veer Regulation product Anrmval Manu > Fredurt Or Moikation Search > Appikallon Ust Search Criteria Code Version 2014 FLN 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search tsew1w - -Piw.n,o —.a [ELI I Tvne Manufacturer Validated By $latus FLI5216-R2 Revision InterWrap, InC. John W. Knezevlch, PE Approved Histor I Category: Roofing (954) 772-6224 Subcategory: Underlayments Cerv„n Ur• :: 1940 Nerlh 14anree streel7a0ahessre Fl 32'+99 PimnASO•487_1924 The State of Florida Is an WEED employer. CoevribM 2007-2013 Stag of Florida.:: Prlvary Statement :: :: Refund Statement Under Florida law, email addresses are public records. If you do not want your *-mall address released In response to a public -records request. do not send electronic mall to this entity. Instead, contact the circa by phone or by traditional man. If you have any questions, please contact 850 407.1395. •Pursuant to Section 455.275(1), Fiore" Statutes, effect" October 1. 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an small address V they hove one. The emits provided may be %SW for oRkJal communication with the IlcertM. However emall addresses are oublk record. If you do not wish to supply a personal address• please provide the Department with an emall address which can be made available to the public. To dote, ne If you are a licensee under Chapter 455. F.S.. please click bleat. Product Approval Accepts: WINNE https://WWW.flOTidabuilding.org/pr/pr app_lst.aspx erred [��r E 7/20/2015 Florida Building Code Online Page 1 of 2 V Business & Professional Regulation 12 raomwai»ii�® fl0fitla per„ e„ ld aCIS Home I Log In I user itepalratlon I Hai Topics I submt surtriarge I stats a Facts I Publkeuons I FOC Stan I SCIS Site Flap I Unks I Scilmh I Bus1'nes Product Approval Protessi- al ®USER: Public User Regulation ® > proQuCt or aaalketbn sri.ch > hod .� > ApplloUon Ontaa FL A FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (551) 574-2939 mtu p as®I n terwra p. com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer !.I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida Ucense PE -59166 Quality Assurance Entity lntertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE Iii Validation Checklist - Hardcopy Received Certificate of Independence FLIS216 R2 COI 2015 Ol SOI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TI507.8 https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products Page 2 of 2 FL u j Model, Number or Name Description 15216.1 1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No Ft 15216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL35216- Approved for use outside HVHZ: Yes R2.Ddf 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 FI IS216 R2 AE 2015 04 FINAL ER INTERWAAP RHINOROOF FL15216- R2.Ddf Created by Independent Third Party: Yes ® Ne=t CoD1act Us :: 1940 North Monroe Stew. TAP ssee FL 32399 Phone, 850,02.1824 The Stats of Florida Is an WEED employer c :-right 2007.2017 State of nwjft.:: privaer...... sly :: Airoossiblilty StAlemerill. :: Refund Statement Under Florida law, small addresses are pudic records. If you do not went your e-mail address released on response to a public•records request, do not send electronic mall to this crOW. Instead, contact the office by phone or Iry tradrtloial mall. If you have any quesWns, please contact 850.407.1395. •VursWnt to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an "ll iiddreI s If they have one. The emrls provided may be used for official cerrnnrrrlotlon with the licensee. However emu addresses are public record. U you do not wish to supply a personal address, please provide the Departmerit with an emq address which can be made available to the public. To determine if you are a Irt.ensee under Chapter 4S5, F.S., please tlkk ptm. Product Approval Accepts: ®®®® K-Writyw ion -o https://www.floridabuilding.org/pr/pi_app_otl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 QOTRINITYIERD FVAMATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.OZ.iZ-RZ 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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 51111 Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LADEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CoMPUANcT: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity(ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 tUtutgrtrrp — 't%Cjsrto-»tee i : �: �,•4':i; ;•�` S imse l appearing was authorized by Robert Nieminen, 7h¢ faocapp PE. on 04/27/2015. This don net carve as an eMCtronkally tlgnd document. Signed, seated hardosples have been tmandned to On Product Approval AdminLstrator and to the tamed client CEIMFICA710N OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest In any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. VTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Prooertles Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITSITST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395000•OD6 03/14/2014 ITS (QUA7673) Quallty Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type 1 or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OVnDNS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles & Shingles Simulated Slate RhinoRoof U20 I Yes I NO I No J Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Cerri/icore o/Authorizotion #9503 FL1S216-RZ Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. §.4 RhlnoRoof U20- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -Inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure:S 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12,c 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. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CUA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 - END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S30.02.12 -R2 Certificote ojAuthorizotlon #9503 FL3S2161t2 Revision 2: 04/27/201S Page 3 of 3 QIT RINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140530.02.12-R2 32923 Mission Way F1.35216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2025 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity 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 IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 .u�ltturrttye �— �'� (_t s7te-37n� Of IT ti,Fsi •..,, v. �•• Srpu The l+olmO+u+I+troe+rltgwas evthorited by Robert NkmNen, t ; , �L� �•`• 1% P.L oe 01/27/2015. This does not serve as an electtonlcallr s17�document.1pn.na�N� document. signed, sealed hardwPks have been transmitted to the Product Approval Admm6trates and to the named dleot CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products It evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: Rhinolloof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.5.3, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3, M7.9.5 on Heating RhinoRoof U2D 1507.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COO-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties ID0539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II undedayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report t40S10.02.12-R2 Certificate of Authorization #9503 FLIS216-R2 Revision Z. 04/27/2015 Page 2 of 3 TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile I Foam -On Tile I Metal I Wood Shakes 8, Shingles Slate or Simulated Slate RhinoRoof U2D Yes INo No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II undedayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report t40S10.02.12-R2 Certificate of Authorization #9503 FLIS216-R2 Revision Z. 04/27/2015 Page 2 of 3 QOTRINIWIERD 6.3 Re-fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 1.4 RhlnoRoof U20- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slone > 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 124 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 OA requirements. 9. QUALM ASSURANCE ENnTy: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 - END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140530.02.12-112 Certi/kote oJAutborizotion #9503 FL1S216R2 Revision 2:04/27/2015 Page 3 of 3 w f 02/1112015 19:41 IFA)0 P.0021004 MIAMI -DADS COUNTY MI®PRODUCT CONTROL SEM014 e DBPARTMItNT 208 OF REGULATORY AND ECONOMIC RESOURCES 11803 SW 16 Strep, !zoom BOARD AND CODE ADMINISTRATION DIVISION (lZBR) Miami, Florida 33175.2447974 T(716)315-2590 P(786) 315.2399 NOTICE OF ACCEPTANCE (NOA) L/W*.mismidodmvov/ecnnomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Mlami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the pwformance of this product. T)I;RMINATION 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. ADVEATISEMiL M: 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. INSP)iCMON: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Colllao,R.A. 4 -(004--y NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Data: 01/23/14 Page 1 of 3 0211112015 13:42 ffAln ROOFING AsSIMMLY APPROVAL Category: Roofing Bub -Category: Ventilation Material: Steel Minimum slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELISD BY APPLICANT: b snufactured by Test Product Applicant Diroeosiopa s e lfications Description Weather Vent Vent: 4-16" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52' Thickness: 0.0217 inch;. MAMJFACTVMG LOCATION 1. Jacksonville, FL EVMZrgCE SUBMITTYD Test Areaev Test Identi[ar Test Name/Report PRI Asphalt Technologies, Inc. TAS 100 SEM -002.02-01 ICC -ES AC 132 SEM427-02-01 APPROVIAD APPLICATIONS: Deck Type: Wood Deck Description: 15/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs R 1 P.003/004 Date 08/14/03 01/07/14 Cutout: Mark a 3W x 46" opening centered between layout linea 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 roar 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/i" 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 Explhdon Dao: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 I 02111/2015 13:43 ffA) P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or Identifiable marking of the manufacturer's name or logo, city, state. and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: �� 10�v 0�0 DRAWINGS ROOF FLANGE NAIL PLACEMENT • • • • • • • • • END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Upiration Date: 04/15/19 Approval Date: 0IR3114 Page 3 o(3 Job Address: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 4� U 9 Documented Construction Value: S � � AVA( '11Q1-0 fn Y10 . Historic District: Yes ❑ No Parcel ID• S Residential Rf Commercial ❑ Type of Work: NcWX Addition ❑ Alteration Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name ✓ Phone: Street: L Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770)941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Arch itecUEngineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THEJOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, healers, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the dale of applicalion and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30.2015 Permu npplicmim 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 ef'f'ect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Signature of Contra r/Agent e Print Owner/Agent's Name Print L Signature of Notary -State of Florida Date of Florida EXPIRES GEORGIA AUG s,, 2020 Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is Persona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ❑ Electrical ❑ Mechanical ❑ Plumbing❑ Gas❑ Roof ❑ Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes ❑ No ❑ APPROVALS: ZONING: ENGINEERING: COMMENTS: # of Heads UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes ❑ No ❑ WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application .. .10% CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Historic District: Yes ❑ No)4 Job Address: � � o A 2Sc Parcel 16: Residential, Colpmercial ❑ Type of Work: New AdditionET Alteration ❑ Repair ❑ Demo ❑ Change of UseEl Move ❑ SD UD. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information' lYame^Ta,ulcfr-I'l�x- is2n•, �[Jc�r nfls Phone: 4cri Co Act -0O `?'l 1 Street: Q(oU0 t4 Li g rn ? © Resident'of property? : XO City, State Zip: • Y1r1G,�+daj, FL 32151 Contractor Information: Name .,;cam r. Phone:. t JM- a :ar�.f ��i-P�i � � • Street: a 153 ` ¢:�:�r. IZ, t,3 -Fax:. 4cn 81 cl -'11-11 City; State Zip:' ' Or -i b�^ d 6 State Liicense.,No.:• ECCXZ) Architect/Engineer Informatidn .' Name: Phone: Street: Fax: .City., St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Addres9: - ,WARNFNG,TO.OWNERt YOUR• FAILURE.T:O. RECORD A KQjrjCF..QF CO ME�VT ENC>;MAY RESULT 11N YOUR _ PAY]Nd TWIG :1~OR 1MPROV1 M t4TS TO YOUR PROPERTY.- A NOTICE OF �COMMENCLI gRl RECO RDEt) `ATIb POSTED U1V'TFIZ 70'B -SITE-BEFQRE,THE FIRST.INSPECTION. 1F YOU INTEND TQ' OBTAIN FINANCING, CONSULT WITA YOUR LENDER OR AN Atr6RNEV BEFORE RECORDING YOUR IVOTYCE 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 bas commenced prior to the issuance of a permit and that- all work will be performed to mtet•standards of all laws regulating.construetion in this jurisdiction. I understand that a separate permit must he 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: 56 Edition (2014) Florida Building Code i e that may be NOTICE: In addition to the requirements nGttherepermit, be additional permits required frorestrictions m odlergovernmelicable to 'ntal entithis ties such as water found in the public records of this county, a Y management districts, state agencies, or federal agencies. erty of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification that I will notify the owner of the prop Sanford requires payment of a plan review fee at the time of permit submittal. A copy ofthcutedejob at the t m of submittal' The derCity of calculate eq P Y in order to calculate a.plan review charge and will be considered the estimated construction value 1 ion Table in ect at the time the ermit is issued, in The actual construction value 11 Shoubi ld calculated chaured based'on hges figured off the eff vale current ICCtxecuted contract exceed the actual construction value' accordance with local ordinance. credit wIll•be applied to your permit fees when the permit is issued. OWNER'S AFPIDAVIT:1<certify that all of the foregoing information is accurate and that all work will be done in compliance .wtth all applicable 12iws regWating•construetion and zoning. Signature of .wnWAguft Date Print OwncdAgcht's Name Signaturq ofNota Y4tatc of Florida • DOW psgnaturcofztmcdAgent c f to of Florida Doc 1. IMA •,KAREN HUGHES NotaryAMic - State of Florida Commission1GG069888 My Comm. Expires Mar 26.2021 _ - - M to - - Me -.or Known Me or Con or a is II Owner/Agent is Personally Producbii ID Type of ID Produced ID _ Type of ID ' "LOW IS F NLY ectri El diri cal Mechanical ❑ PlumbingO Gas❑ Roof ❑ Permits Required:- Buil . $❑ .lone: ' -• ' • Occupancy Use: Flood - , -�� Construction Type: 'l` oral S Ft of Bldg: r&n. Occu ancy Load # of Stories:—..— . j ,�� 'l N G "llon/ t<o-t • .� S• .yam - P1Utnbing - # of Ftiires New Construction: El�etric - # of Amps �Z _ Fire:SpriukleTPermit:.Yes�' No' #.of Hems Rire Alarm Permit: Yes 0 No _ MILTTIES : WASTE WATER: _ ..... :APPROVALS: ZONING: .. ; BUELDING: • . � ENGINEERING: FIRE- . ComWNTS: • UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9323239-2 Report Date: 9/6/2017 In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated UES Technician: Tristin Kegler 2600 Lake Lucien Drive Suite 35 t Maitland, FL 32751 ■Date Tested: 09/06/2017 Project: Thornbrooke 40s 8 50s, SF HoCu ots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: (Lot 95) 416 Red Rosel-ane Material: Native Reference Datum: 0 = Bottom of Footing Tvue of Test: Field: ASTM D-2937 Drive Cylinder Method 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 aximum DensityDensity (per ptimum Moisture 1%) Field Dry tY (pcf) Field Moisture 1%1 Soil Compaction 1%) Native Depth (inch) Pass or Fail 6 West Footer 0-1 ft 105.4 11.8 110.0 8.7 104 N/A Pas: 7 North Footer 1-2 ft 105.4 11.8 105.7 6.9 100 N/A Pas: 8 East Footer 1-2 ft 105.4 11.8 106.3 8.3 101 N/A Pas: 9 Southwest Corner of Pad (TOF) 1-2 ft 105.4 11.8 108.5 6.4 103 N/A Pas: 10 Northeast Corner of Pad (TOF) 2-3 ft 105.4 11.8 109.2 6.0 104 N/A Pas: Remarks: TOF= Top of Fill Tn nn/nhl:nh n —.d..nl n.r #-6— /n I In:.. 11n nlinnln Ihn O..AIi.. and n.—h— nll --#. — n..A...:Mn'I — i.nnf.. —6ft/ ---h' of n... nl:nnla nn./ DESCRIPTION AS FURNISHED: Lot 95, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 t ru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. NARCISSUS AVENUE (RIW VARIES) N 89°58' 38" E 40.00' 10' LANDSCAPE, WALL p FENCE, UTILITY ESMT, 9. _ — — — — — — — 19.80' LOT 95 15.7' i� O/ 5.00' 14.3' W - 4,CW w. P. I. LIVING 1,467 FORMBOARD FOUNDATION GARAGE 455 TOP OF FORMS - 26.02' LOT 27 p THORNBROOKE PHASE I - 71 SOFT, PLAT BOOK 79, PAGES 3-7 w 0 o 139 n O � SO.FT. � O � SOFT. A/C PAD O SO.FT. WALKWAY - 70 SOFT. 5.0' � y!b SOFT. SOD 0 4Z0 F► UV. MD - LEGM - Oi 5,00' 5400 E. COLONDIL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 21.3' k" 25.20' 25.20' 10' UTIL. ESMT. (B.S.) N 89058'38" E 40.00' G RED ROSE LANE (50' R/W) TRACT I UVU7Y Er ACCESS R/W 5.00' LOT 96 > 296.58 -0(PC) LVI - 4,CW w. P. I. LIVING 1,467 SOFT. GARAGE 455 SO.FT, ENTRY - 71 SOFT, LANK o 139 SOFT. BREEZEWAY- N/A SO.FT. DRIVEWAY = 40,3 SOFT. A/C PAD - 18 SO.FT. WALKWAY - 70 SOFT. IMPERVIOUS - 54.6 R - 2,623 SOFT. SOD - 7 177 4Z0 F► QLO R/W - 440 SO.FT. Q PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 200 SOFT. V'-- PROPOSED DRAINAGE FLOW FRONT - 25''30 SO.FT. LOT GRADING TYPE A REAR - 15' • PROPOSED F.F. PER PLANS - 25.9' SIDE = S.O' PROPOSED INFORMATION SHOWN AREA - 5,240 SOFT. T SIDE CORNER - f0' BASED ON SUPPLIED PLAN DRIVEWAY - SIJ SOFT I- CONSTRUCTION PLAN / PROPOSED GRADE PER AN Df OR INSTRUCTIONS PER SIDEWALK - 270 SOFT. CUNOT FIELD VERIFIED SOD FT CRUSEINME'YE'R-SCOTT & ASSOC., INC. - LAND SURVEYORS UV. MD - LEGM - r , PLAT PZL , rmNr ON LDC 5400 E. COLONDIL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . r1ELa T». . TTfICAL IJ. . DEM ►OK ►RC.. P91NT W REVERS[ CWVATWE 'JL - DEM RM M - P91M v C04.0" CIRVATU IE NOTM 1. TME WOVOGNED DOES MMW COMPr TINT TNS VAWEr LEFTS 171E STAN0IRD$ OF PRAC110E SET PORN BY JW PLOMOL SONO Cr CDOIEIL RAR • RADIPL PROFE590NN. SURKTORS AMP 44PPOIS N COMMER SJ -17 FtMW ADWDIXMRW 000E PURAMNT M =W 472027, nOR A STATIRS S SET W. . 17 IR •/ELS 49!• Nvp.R. . ILI 431 2 MIMES! E11 S30 WM SLMYL WS 9WRIM AND OMGPML AM= WAL. IMS A 4EY MV OR CMD ARE WT WWD. RQ• - m • VITW r ►OMT ,T. TMS SURYSY RAT PIIVVM IRON TOLE 90OIDMAON FURNSMOT TD HE SWVEYOR. run WY ar WHO ReFnw a PO.l • PMT w C30v= CALL • CAICUATE9 PMT O M CALCULS ►p,C, . CDOa:JCd(M ►RA • KRIM/pIT RO'01010E MWVRDfT OR UN O CRi3 IIM7 APOK M /RCE KD 4, MD IROR7IWIOWIp SIPR9KIIDVIS IMI£ 9m! IOGim UIRI'SS OTIIOIIREE SHOW CENT L E X4TL I. DS rr, • rWtAEa rLOOR ELEVAT101 MD • W1R L DISK 954. . WRD1110 fLT9ALTC LITE S. "" SORKY 6 FwE POR TNF SOEE Bp07T O/ THDBE CvrMw TO MIO SRCUL9 mor BE RnAw UPON 9r ANY OMI OMrr. RN . ROMT-O-VAT RA • lCICIa1MK 9, WYENS/O/TS ?NORM POR WE LOCAIICN d BIPROT04pf9 MRM910UID N07 BE VSm 10 RO:ONSINWOr SOMIO1Rr LOW 9A - MEC RARIIQ 7. GrARVA , ARE SOW ASA/NED 44nN AND ON TME LIQ SHOWN AS BKE ft~ (9A) DRAIIL 0ANA0 vn: UTRm S. EIFVA"DAM Jr SMOARE BASED ON TMRWML CECOETIC DMTUM Or 19291 umm 9704"M Rolm SHOWL. CULCIMM LDK OCC 9. COROWATE Or AUOIWBTAT1C W NP. 4W& VDrr - v9DD rg= C/P • CCHMETE ILE= PC. - PONT W CNtVATURE SCALP DRAWN or ••• NT or DSC. - O�ExCWT N TOMr Q CERTIFIED BY: DATE ORDER W R • RADWS : PLOT PLAN 03-10-17 1049-17 n DELTkwTM C • Mot D RENSED PLOT PLAN 05 -JI -17 C4 - CMRD KAMMC FORMBOARD FDUNFMftON/CLEVS. 09-01-17 3903-17 NORM THISBLOLOINC/PROPERTY DO£B.NOT U£ w"Hw THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' I TOM X. GRUSENMEYD% R.L.S. / 4714 ZONE v PMP / 12117C 0035 F. JAMES W. SCOTT, R.LS 1 4801 ,f IF CITY OF SANFORD BUILDING & FIRE PREVENTION PERMITAPPLICATION Application No: e cumented Construction Value: Job Address: Historic District: Yes ❑ Nog Parcel ID: ResidentiaQ Commercial L Type of Work. New0 Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: Plan Review Contact, Person: _%ft,q,,._l 1 �,�/S Title: Phone: 40-1 45$5 O Fax: -385 Email: Property Owner Information Name TN 10-(- ,rk I, 1 r'rnaY'" Phone: Street:-�� r r�� _l._IAC;_P�Y� ,f _. _ . _ Resident of property? City, State Zip: Mll*_ 1/k1L.1.T 3;68 1' Cokikfoi Information -phone:.-. Street: �3ts"co Fax: 0 - E�S'JJ City, State Zip:► State License No.: O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating construction and zog. gahf Signature of Owner/Agent Date Print Owner/Agent's Name Signature,of Notary -State of Florida Date of Contractor/Agent Name Signature of No ry-Stite of Florida ' Date CHERYL D AKERS �. MYEXEIS June 962 ne 05.2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ❑ Electrical ❑ Mechanical ❑ Plumbing❑ Gas[] Roof ❑ Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes ❑ No ❑ # of Heads Fire Alarm Permit: Yes ❑ No ❑ APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: lune 30, 2015 Permit Application OIp IlID1,1YO11 l•Ni 1>u) V<nd., No-: 17ft IOAMIJ IR ODROPHINGA LDORIv<Dtl< S/I9/2014 (9.y VAU i1 D IL S114110lt Y<n001 SIWtuM D►1< 6 1•u/ 1521]0 'Dr> EA► OO it aR QY L.) t<Y r0 f �.li IM hMfMYI(L(<N StNM< DNL `� QVN �p SItY01L InA�dtsr•aMl BImM _1. •w• •iw...w.. ra. fa.VVrIDrSwsrr l=wlb. 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W \ - _- - -_- - �aH1 IItIw�K ILbaYlr Dll W r�d•TFC W [OIMONJ6l Y w1Y•1- ►•r ArA•1 la f►•YI ll.51Y MAC SMYM•W3 OIAV•CwnrNMa4MrI.nV/SUMr-for l . w4l DIIWMAIVIQWmYb110rxCL - ---mlwis _ _ ___ 04Y CrNm N••.Mp•ILryII.l Mr Ib! - _-_ I. {lY. _ _ 1114 I S/INIDIL 111>w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-7 - M^ Documented Construction Value: S �2W Cc Job Address: Historic District: Yes ❑ No ❑ Parcel ID: Residential ommercial ❑ Type of Work: New Z' Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ rian nevtew %_ontact rerson: i utc: Phone: T�Secl+01) @ 5+ a e Street: City, State Zip: Fax: Email: EPkperty Owner Information C V`n+ Phone: Resident of property? : Contractor Information Name 4- Phone:p7 Qin �. Street: Fax: qccl City, State Zip: — State License No.: `, 7L5 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 30, 2015 Permit Application 1 NOTICE: In addition to the requirements of this pen -nit, 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 pen -nit 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 3A"oni-ng, Signature of 0nvner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID +•t�' �yg, STEPHANIE RALLO _•: .L Commission # FF 175017 Expires Novem er 9, 2018 �'� $+? llwmdlMuT Inannn ltril8S70fi Contractor gent to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ❑ Electrical ❑ Mechanical ❑ Plumbing[] Gas[] Roof ❑ Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes ❑ No ❑ # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes ❑ No ❑ WASTE WATER: BUILDING: Revised: June 30.2015 Permit Application Revision City of Sanford Response to Comments O - Building & Fire Prevention Division o - Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit# iniital Date~ 10/25/17 Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: ❑ Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water Department Fax: General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention ❑ Building 'SF I I- I -I K RECORD COPY CBUCK Engineering Specialty Structtxal Engineerinq CBUCK, Inc. Certificate of Authorization 118064 Evaluation Report "MMI -2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road �0AD'"G Jacksonville, FL 32218 so'wov-O (877) 358-7663 �� q" -PAF for Florida Product Approval # FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI -2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 `��tirrrsu rrr�r i �F,p�: * ' No 31242 41 �0,s1 STATE OF F '' •.FcoRION • ' ��2� rs/N ALS? .`�. O ` DIgiM UBnb W: &wrms L Axing,. PA. CBUCK, Inc. 2015.03.0210:57:51 -05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 RI Date: 2/26/15 CBUCK EnginL►L=rinq Page No.:25-0104-MM2-St0RV-ER 14 Spv4=1cWy Structural EnginswInq CBUCK, Inc. Certificate of Authorization X8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. "MMI -2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI -2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck (Design of support and its attachment to support framing is outside the scope of this evaluation.) Slope: Description: • 15/32 (min.) or greater plywood, • or Wood plank (min. specific gravity of 0.42) 2 : 12 or Greater Performance: Wind Uplift Resistance * Design Uplift Pressure: - 75 PSF * Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 111 Date: 2/26/15 CBUCK EnginPe*rinq Pagert NO.: 15 -MM2 StORV-ER_14 Specialty Structural Engtn~ng CBUCK, Inc. Certificate of Authorization 118064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. • ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include "Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. • Option for application outside "Limitations and Conditions of Use" Rule 61G20 -3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. • Refer to applicable building code section for ventilation requirements. • Design of support system is outside the scope of this report. • Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. • This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 RI Date: 2/26/15 g Page rt No.: 45of MM2 StORV-ER_14 CE3UCK Engineerin SpvK=k91 .,i Structural Enginemerinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI -2" Off Ridge Vent (by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: • ASTM A792 coated, or • ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2', 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #t: FL 16568.1 R1 Date: 2/26/15 CBUCK EnginPPring Page Report No.: 5 15-104 7-MM2-StORV-ER 14 ISpecialty Structural Engln~ng CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: (Refer to drawings on Pages 6-7 of this report.) • Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. • Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) • Position vent flange beneath loosened shingles and align with deck opening. • Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. • Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI -2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #tTST ID: 1527) Report ##: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee #i 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering (FBC Organization #; ANE 1916) CBUCK Engineering FL #: FL 16568.1 R1 Date: 2/26/15 Report No.: 15-104-MM2-StORV-ER 14 Page 6 of 7 Specialty Structural Englr~nq CBUCK, Inc. Certificate of Authorization ✓78064 Installation Method Millennium Metals, Inc. "MMI -2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I L 5-1/2" Profile Drawinzs 18-1/4" Side View (Not To Scale) Typical Fastener(s) - 11 Gauge Ring Shank Roofing Nail OR - #10 min. Wood Screws "MMI -2" Steel Off Ridge Vent Typical Fastener(s) - 11 Gauge Ring Shank Roofing Nail OR - #10 min. V\bod Screws l Plywood Deck Lower Slope (Front) Typical Side View (Not To Scale) 3" Higher Slope (Back) FL #: FL 16568.1 RI Date: 2/26/15 CE3UCKEngineering Page rt No.: 150114-MM2-StORV-ER_14 Sppclalty Stfuctufal Enginskmrinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. "MMI -2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. . . . . . . . . . . . . . . . . . o.c. 4" o.c. Typical, Maximum Typical Fastener(s) -11 Gauge Ring Shank Roofing Nail Base Flange OR - #10 min. WbW Screws Top Plan View (Not To Scale) (Typical Fastening Pattern) � oG. Norrunal Lengths 4 Ft 6 Ft S 8 Ft. Ja�a�\e�,e • • , • • Typical Fastener(s) • • • -11 Gauge Ring Shank Roofing Nail OR ' •� ' ^ " - #10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scole) 41 te RzA- 12-o Revision Response to Comments ❑ 1--- P 1 Permit # �,� Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: ❑ Building \fid"'P'lumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal late Fax: General description of revision: 7J// d ROUTING INFORMATION Department Approvals ❑ Utilities ❑ Waste Water ❑ Planning P1 Engineering ❑ Fire Prevention w7 — Noz 5,ac wN� tv - got 7N15 13 Building SF rL-Za •� -� a O O U S. i IPJ c� TAYLOR MORRISON � �� N THORNBROOKE S.F. t . i HOUSE TYPE: DARUNTON l �, (a LOT 9S j W f O PT: LAUNDRY TUD IST FLOOR i "Ali'E SMACK FROM ZNO ROOit v TEBMINANNO TO THE 1ST FLOOR SA` y 1 AA v $H� IT. Pow Ae r j 0144 Z 1M O TAYLOR MORRISON o O a THORNSROOKE S.F. 4 7 N HOUSE TYPE:DARUNTON AIL - r71 LOT 95 ' W/OPT: f LAUNDRYTUS f 2ND FLOOR �u 3" WASFESTACK FROM 2ND nOOR TERMINATING TO THE IST FLOOR 5 3' r jc Q0-4 k- S --ry a wil G . AA %r �3 5.1 DESCRIPTION AS FURNISHED: Lot 95, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 27 THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 3-7 NARCISSUS AVENUE (R/W VARIES) N 89058'38" E SET �k'b k 40' 00 ?>' `ro• REC. 1/2- I.R. I.R. r11 �• NO 1.0. 5.00' 10' LANDSCAPE, WALL FENCE. UTILITY ESMT. 19.80T WALL 19.80' -- W/COLUMNS LOT 95 10 15.7 COV'D. CONE. o; 3.5.5 'x7.0' AC PAD 14.3' L8' RECESS FOR POCKET SLIDER BRICK OR. Fl --j 5.00' 4-,G ZCD R0 5c LAuC 5 P it 17- Zoc9 LOT 96 09. —?�9; 0 I 110' UT1L. ESMT. I I OFFry Irso 296.58' -0 (PC) SET 1 5' CONC. WALK+I REC. 112- I.R. I.R. NO I.D. (B.G.) N 89°58' 38" E 40.00' 0 I? PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.9' —PROPOSED GRADE PER CONSTRUCTION PLAN ++ .�0 �0 1G0p� RED ROSE LANE (50' R/W) TRACT I UTILITY do ACCESS R/W Lul < 4,500 M LIVING = 1,467 CV in W - 455 SOFT. ENTRY = 71 ONE STORY LANAI = 139 RESIDENCE C\1 O O SO.FT. F.F.-26.02' _ SOFT. A/C PAD O Ce SO.FT. WALKWAY O � SOFT. IMPERWOUS = 54.6 O SIDE CORNER 10' 2.623 SO.FT. SOD _ 5.0, co AND/OR INSTRUCTIONS PER Dry = 270 SOFT. Covab, CLIENT NOT FIELD VERIFIED SOD BRICK NT SO.FT. PERNNCIT REFERENCE NaNIRElRT 0 t • CENTERLINE oS • rO1S1ED FLOOR ELEVATION a TNM SURVEY 6 PREPARED FOR THE SOLE SE/67T OF TfOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BV ANY OTHER WITTY. BI • NAIL L DISK RSL Wi 0. OMENSDHS SHOWN FOR THE WCC W OF WPRROVEMENTS HERON SHOVW NOT BE USED TO REOONSIRUCT BOUNDARY LINES CR/vSH 21_3' 5.00' 3CNCWE IIARR -BASE ITwIw 7. SE PINI 5. ARE RASED 4S5UMED 04RW AND ON THE L04E SNONN AS 615E SEARWL' (B.a) BRICK OR. Fl --j 5.00' 4-,G ZCD R0 5c LAuC 5 P it 17- Zoc9 LOT 96 09. —?�9; 0 I 110' UT1L. ESMT. I I OFFry Irso 296.58' -0 (PC) SET 1 5' CONC. WALK+I REC. 112- I.R. I.R. NO I.D. (B.G.) N 89°58' 38" E 40.00' 0 I? PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.9' —PROPOSED GRADE PER CONSTRUCTION PLAN ++ .�0 �0 1G0p� RED ROSE LANE (50' R/W) TRACT I UTILITY do ACCESS R/W Lul < 4,500 5v.Fr. LIVING = 1,467 SOFT. GARAGE - 455 SOFT. ENTRY = 71 SOFT. LANAI = 139 SOFT. BREEZEWAY -N/A SO.FT. DRIVEWAY = 403 SOFT. A/C PAD - 18 SO.FT. WALKWAY a 70 SOFT. IMPERWOUS = 54.6 R SIDE CORNER 10' 2.623 SO.FT. SOD _ 2.177 SOFT. CRUSE'NMEfYER—SCOTT �c ASSOC., INC. — LAAID SURVE'YORNS. R/W = 440 SO.FT. APRON a 110 SO.FT. BUILDING SETBACKS, • PLAT . FIELD SIDEWALK a 200 SOFT. FRONT - 25' . TROTPDC SOD - 130 SO.FT. IR. N . LAIN AI ROD PCL. REAR a 15' SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA = 5,240 SO.FT SIDE CORNER 10' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT, - AND/OR INSTRUCTIONS PER SIDEWALK = 270 SOFT. CALCULATED • CALCIAATCD CLIENT NOT FIELD VERIFIED SOD 307 SO.FT. PERNNCIT REFERENCE NaNIRElRT 4. NO W✓pERdROUND pfPROVEYENTS NAVE BUN LOCATED UN=ODIERNISE SNOW t • CENTERLINE F. CRUSE'NMEfYER—SCOTT �c ASSOC., INC. — LAAID SURVE'YORNS. LEGEND - L.CGM - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 v • PLAT . FIELD PDi TV. • POINT ON LDC . TYPICAL NOTES: I.P. . TROTPDC ►AL • POM Or RCVERSC CURVATIRC 1. THE UNDLRMED DOES HEREBY CCRWV THAT TMS SURVVV MEETS THE STANOWDS OF PRACTICE SET FORMUr INE FLOR104 BOARD OF IR. N . LAIN AI ROD PCL. PINT Q CDiOUND CURVATURC PROPESS M14L SURWfM AND PPEDS W CHAPTER W-17 FLOR04 ADMW6TRATTVE CODE PURSUANT To SECTION 472.027. FLORRM STATUES W GL • CONCRETE N MRBENT RAA • RADIAL 2. UNLESS CUOMO NDN SURVEYORS SIOHATURE AND CVUOIC/I. RNSO SEAL TOS SURKY INP OR CORES ARE NOT VAUO SCT LR. RCC. • ./@l0 4392 TIAL V.P. • NOR -RAMAL PONTJ, V DRS SURVEY NNS PREPARED FROM TITLE INMU41ICN FtOWWED ID THE SURVEYOR. TRRE WY EE OTHER RESTRICTIONS PALC. REC E . POINT a, • POINT OF BEGINNING CALL CALCULATED • CALCIAATCD OR EASORNM TNT AFFECT THIS PROPERTY. PDC. .POINT OF COLO NT ►AK• PERNNCIT REFERENCE NaNIRElRT 4. NO W✓pERdROUND pfPROVEYENTS NAVE BUN LOCATED UN=ODIERNISE SNOW t • CENTERLINE F. • rO1S1ED FLOOR ELEVATION a TNM SURVEY 6 PREPARED FOR THE SOLE SE/67T OF TfOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BV ANY OTHER WITTY. NPD • NAIL L DISK RSL BUILDING SLTRACH LIRE 0. OMENSDHS SHOWN FOR THE WCC W OF WPRROVEMENTS HERON SHOVW NOT BE USED TO REOONSIRUCT BOUNDARY LINES CR/vSH - CASEN NT DIL TER. 3CNCWE IIARR -BASE ITwIw 7. SE PINI 5. ARE RASED 4S5UMED 04RW AND ON THE L04E SNONN AS 615E SEARWL' (B.a) DRAT. DRAIN. DRAINAGE .DRAINAGE a EtEVATpNS IF SHOWN. ARE BAS [D OP NATIONAL GEODETIC LNTW OF 1929. UMESS o1HERNTSE NOTED. UTIL.. U71LITr R. CFRRfIrATE OF AVDIORIZOON Fro. 4590. CLEC. VDFC. • CHAIN LINK FELE VOOD FENCE C/D • CONCRETE UJ= SCALE N- 1 • 20'------4 1 DRAWN BY, ••• P.C. P.T. • POINT OF CURVATURE • PONT Or TANGENCY CERTIFIED BY., DATE ORDER No. Esc. R • RAD USvnBR • RADIUS PLOT PLAN OJ -10-t7 1049-17 D • DCLiA�TM REWSED PLOT PLAN 05-31-17 C : �p KARING FORMBOARD FOUNLLRTION/ELEVS. 09-01-f7 JBOJ-17 NORTH FINAL/ELEVS. 01-19-18 409-18 TH/S BWLDINC/PROPERTY DOES. NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' F. JAMES W. SCO R.LS EYER, R. S. / 4714 ZONE -41 MAP / 12117C 0055 L.S j 4801 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: T%I98 y J Builder Name:To 7116 %%%rr•�� Street: 41'& f eJ 1?45Q I.Nc, Permit Office: City, State, Zip: � }"..-LI 3V7 Permit Number: Design Location: Tho PA9reaK-e- Jurisdiction: Envelope Leakage Test Results Single Point Test Data: C HOUSE PRESSURE: 66,6 FLOW: Leakage Characteristics CFM (50): ) 79v ACH(50): q I ZG R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2 SIGNATURE: PRINTED NAME: DATE: % I t e Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Florida Building Code Duct Leakage Results Builder: 7�V. 1dr M I-Ij f Neighborhood: O + (we Lot #: 95 Address:r� Recd City: &' dy i State: Permit #: P-20/(7 Square Footage: 2:5<3 Z Stage of Construction for Test M Rough in with Air Handler E]Rough in no Air Handler �J/Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: '--) % System CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail �o�l ,v►2 ��',Dels . O � �l 4 vi , ZSR2 7�Z O Ul 5 Pass F—] Fail Rating Company: Y P Com an : Sk eTec® Inspection Date: Rater Name: %nAr-7 (W Rater Signature: Mem. The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 i 1.866.SKYETEC www.SkyeTec.com DESCRIPTION AS FURNISHED: Lot 95, THORNBROOKE PHASE .4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO 4\ (� Q ED SOS CC-_ LOT 27 THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 3-7 Taylor Morrison of Florida, Inc. NARCISSUS AVENUE (RIW VARIES) N 89°58'38" E SET e, 40.00' p!`r0. REC. 1/2' I.R. I.R. ry!' �• NO I.D. 5.00' 10' LANDSCAPE, WALL FENCE, U77UTY S44T. 1® WAIL 19.80' — — W/COLUMNS LOT 95 COV 0. 15.7' CONE. o; 3.5'x7.0' AC PAD 14.3' L8• RECESS FOR POCKET SLIDER 5.00' 21.3' 16' BRICK DR. d'�Q y�,o 0 QqO PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS ,"\ft PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.9' ' *=PROPOSED GRADE PER CONSTRUCTION PLAN BRICK 0 Oi 5.00' FEB 21 2018 BY• 5.00' W CV O O LOT 96 e N 0.0 co 110' 0711. ESMT I I o� '1"�� 0 296.58' — -O (PC) SET jl 5' CONC. WALK+I REC, 112- I.R. 1. R. NO 1. D. (B.B.) N 89058'38" E 40.00' tiGQojxx RED ROSE LANE (50' R/W) TRACT I UTIUTY & ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR - 15' SIDE - 5.0' SIDE CORNER - 10' Ll/I - 4,0vU w.1.1. LIVING = 1,467 N h rr '' ^-i - 455 SOFT. ENTRY = 71 ONE STORY CV - 139 RESIDENCE O O SOFT. F.F.-26.02' A SOFT. HY O' O N SOFT. WALKWAY O � SOFT. IMPERVIOUS - 54.6 O RADIAL - 2.623 SOFT. SOD _ - 2.177 co J. THIS SURYEY MS PREPARED FROU TME vemuAToN FURNISHED TO THE SURVrMR THERE MAY BE OTNR RLS)IMIONS 'L 5.00' 21.3' 16' BRICK DR. d'�Q y�,o 0 QqO PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS ,"\ft PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.9' ' *=PROPOSED GRADE PER CONSTRUCTION PLAN BRICK 0 Oi 5.00' FEB 21 2018 BY• 5.00' W CV O O LOT 96 e N 0.0 co 110' 0711. ESMT I I o� '1"�� 0 296.58' — -O (PC) SET jl 5' CONC. WALK+I REC, 112- I.R. 1. R. NO 1. D. (B.B.) N 89058'38" E 40.00' tiGQojxx RED ROSE LANE (50' R/W) TRACT I UTIUTY & ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR - 15' SIDE - 5.0' SIDE CORNER - 10' Ll/I - 4,0vU w.1.1. LIVING = 1,467 SOFT. GARAGE - 455 SOFT. ENTRY = 71 SOFT. LANAI - 139 SOFT. BREEZEWAY- N/A SOFT. DRIVEWAY = 403 SOFT. A/C PAD - 18 SOFT. WALKWAY - 70 SOFT. IMPERVIOUS - 54.6 R RADIAL - 2.623 SOFT. SOD _ - 2.177 SOFT. R/W - 440 SOFT. APRON - 110 SOFT. SIDEWALK - 200 SO.FT. SOD - 1.70 SO— Fr- PROPOSED INFORMATION SHOWNI AREA 5,240 SOFT. BASED ON SUPPLIED PLAN DRIVEWAY 513 SOFT, AND/OR INSTRUCTIONS PER SIDEWALK - 270 SOFT. CUENT(NOT FIELD VERIFlEO) SOD - 2.307 SOFT. CRUS1ENME'YER-SCOTT & ASSOC., INC. - LAND SURVEYOR,' LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P •MAT ►DL. • POINT ON LITE NOTES: F tR . FIELD • D" PIP[ DI TV.• PRG TYPICAL • POINT R RCVS tE CIAtVATURE 1, ME UNODMVIED DOES HEREBY CERTIFY IMT THIS SURVEY MEETS THE SFANOMM OF PRACTICE SEF FORM BY INE FLORKM BOARD OF IR, WON RDD P.C.C. • POINTR CDiOMD CURVATURE PNOFESSVM4L SURWOORS AND UAPPC'RS IN CHAPTER AI -17 FLORIW AOMIIS7RAMIF CODE PURSUANT M SECTION 472.027, FLOWN STATUES CX • CONCRETE "pRRCHT RAD. RADIAL Z UNLESS EMBOSSED NIM SURVEYOR'S SKYMTURE AND OItICM RALSED SEAL 004 SURVEY MAP OR COPIES ARE NOT VALID. SET R. • IR' IR •/RLR 43% RECOVERED HL HOWRADIAL J. THIS SURYEY MS PREPARED FROU TME vemuAToN FURNISHED TO THE SURVrMR THERE MAY BE OTNR RLS)IMIONS G.0 P.O.D. POINT KGDNWG CALL CALL LATEI,, OR EASELENIS THAT AFFECT THIS PROPERTY. ►DAC. • POINT Or CODE/CE"ENT ►RX • ►ERKANCMT REf�tCNCC "�gRBM , NO IROERCAOIWD NPROVEYDRS NAVE BEEN LOCATED UNTISS OMRN75E SHOWN. • CENTERLINE rF. • FINISHED FLOW ELEVATION 0. THIS SURVEY 6 PROW" FDR THE SOIL BENEFIT OF THM COMFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER D/MY. . NAIL ► DISK RSL RURDD"G SCTRAOC LITE 0. ONENSIONS SMONN FOR THE LOCAYIOH OF WPROYDIENTS HEREON SH IPULD NOT LIE USED TO RCODNS'INUCI BOUNDARY LANES. RN R/ ES . RISEMENT NT CASEMENT RX RLR REE 31EAR •MSC RFJARING 7. BEARING$, ARE BASED ASSUMED MIUM AND ON THE UNE SHOWN AS BASE BEARING t7l.&% ,I GRAIN.• DRAINAGE 0. ELEVATIONS; IfSHOWN,ARE Btit[D ON N47pNV. GEODETIC pOVM W 1929. UNLESS OINERNISE N07ED. UTIL• • VTILITY V. COMFICATE OF AUTHOPM11OR N& 4300. CLFC. CHAIN LINK FENCE VDSC • VOOD FENCE C/R • CONCRETE BLOCK SCALE F— 1' - 20'----4 1 DRAWN Or ••• P.C. P.T.• POINT OF CURVATURE POINT or 7AHGDEY CERTIFlED BY. DATE ORDER No. DESC. R L DESCRIPTION RADIUS • An LENGTH PLOT PLAN OJ -10-17 -- — 1049-17 D • KLYA REVISED PLOT PLAN 05-31-17 C.IL ; �c READING FORMBOARD FOUNDAT7ON/ELEVS. 09-01-17 3803-17 NORTH FINAL/ELEVS. 01-19-18 409-18 THIS BUILDING/PROPERTY DOES.NOT UE WITHIN— - — THE ESTAOUSHEO 100 YEAR FLOOD PLANE AS PER 'FIRM' T 6RUS EYE?. R. S. % 4714 ZONE -P / 12117C 0055 JAMES W. SCO C INF. R.LS 1 4801 OW It V Revision Response to Comments O J NOV 11117 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 1-7--- /!� n Submittal Date 11/8/17 Project Address: l �P Zed 6w Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: \E(Building Fax: General description of revision: ❑Plumbing �() M6 . P ❑ Electrical W ❑ Mechanical ❑ Life Safety ❑ Waste Water ROUTING INFORMATION Approvals -5f it—n-17 Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention 0 Building ROUTING INFORMATION Approvals -5f it—n-17 OF MCD MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 SOUTH WESTMONTE D R I V E, SUITE 1 0 0 ALTAMONTE SPRINGS, FLORIDA 3 2 7 1 4 P H O N E 4 0 7- 6 8 1- 1 9 1 7 F A X 4 0 7. 6 8 1- 1 9 2 0 TRANSMITTAL SHEET TO: DATE: Taylor Morrison November 3, 2017 A'ITENf I ON FROM Kim Carter MCD PROJECT NO: PROJECT NAME: 2170329 TB -95 (5Vs)(Dadington (IM) AL) EOR: DAFILKE Quantity Items 2S&S (24x36) & Narrative Framing Repair (Bearing Wall) Remarks: 11/3/2017 -a-o l q I. Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISON Thornbrooke — Lot 95 (50's) (Darlington A) Date: November 2, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room. This framing is not required. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: Sl, S4