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HomeMy WebLinkAbout202 Bradshaw Dr 18-1124; NEW SFHBonding Company: Address: Phone: LAO-7 — k YO -23 3.3 Fax: E-mail: MAR 0 1 2018 F D L "a' jQ -_ II Documented Construction Value: $ Job Address: pzo nqG4) 94JIK,X. Historic District: Yes No Parcel ID: 3 ,11 —,30 -. '0 -01160 , 00S-0 Residential Commercial Type of Work: New V? Addition AlterrrattiJion Repair DemoEl Change of Use Move bt G& Description ofWork: W) .oC tbAn al W7_) PlanReview Contact Person: I FKA, Phone•1'Zlk' (( Fax: a/bta CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No Title: 11d19'l. Email: 115'7UC 1 a1G'SCc •017 Property Owner Information J Name ft 1 n t,sC/rl (,B Yql' Phone: 7'K, Street: ,gl)($(D(D Resident of property? City, State Zip: C_ 3y7 cY Contractor Information Name Street: City, S1 Phone: Y07,-( o `1 & r rfTr Fax: State License No.: Architect/ Engineer Information Name: CSCLSSbCJ Street: I , S 61- F City, St, Zip: 6 & p/ Mortgage Lender: n L&- 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 d of application and the code in effect as of that date: 5t" Edition (2014) Florida Building Code Revised: June 30, 2015 I li v ," o Permit Application C NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. 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. e Si o er/Agent ate Print Owner/Agent's Name 7 Sina6re of tarv-State of Florida I Date 2- to SignatGre of Contractor/Agent to AEAWA,d CZ Print Contractor/Agent's Name GAYLE L FLEMINGGAYLELPEENING;= MY COMMISSION # FF 930910MYCOMMISSION0FF930910 EXPIRES November 26, 2019 - EXPIRES: November 26, 2019 d,;;..ne Bonded Tbru Notary Nbk Undemiters 3 „\• Bonded Tbru Notary PuM c UnderwritersA;..n 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 [i' Electrical [ Mechanical [a Plumbing© Gas Roof Construction Type: -4s Occupancy Use: CZ3 Flood Zone: x _ e-c ttST,% Total Sq Ft of Bldg: ] Z 1 < Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures t Z Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: 3i2.- 06 UTILITIES: COMMENTS: ENGINEERING: 'ki t- 3 -S "0 FIRE: Fire Alarm Permit: Yes No L& WASTE WATER: Ok to construct Single Family house as shown on plan. Meets area and dimension regulations for the sl--- zoning district. Per Schedule J, at least one (1) tree shall be located in the required front yard. BUILDING: Revised: June 30, 2015 Permit Application REQUIRED DiSP1EtC'I<ION SEQUENCE: BP# Mnn M 3Y Ind ection I<Descri 1tion Footer / Setback Stemwall Foundation / Form Board Survey Slab / Mono Slab Pre our Lintel / Tie Beam / Fill / Down Cell Sheathing— Walls Zp Sheathing— Roof Roof Dry In 1410 Frame O Insulation Rough In Firewall Screw Pattern Drywall / Sheetrock ' Lath Inspection Final Solar gOO Final Roof Final Stucco / Siding Insulation Final Final Utility Building Final Door Final Window Final Screen.Room Final. Pool Screen Enclosure Mobile Home Building Final Pre -Demo Final Demo Final Single Family Residence Final. Building (Other) Address: .7 7— &P-A3h*S L4r J Min Max. Inspect DescriRtion Electric, Underground O Footer / Slab Steel Bond Zo Electric Rough T.U.G. Pre -Power Final IMO Electric Final Min Marc 1<nsEection )<Descri2 tion Plumbing Underground Plumbing Sewer Plumbing Tub Set Plumbing Final Min Max IInsection DescriRtion } _. Mechanical Rough Mechanical Final Min Max ICns eeltion.IIDescirll lt7lon Gas Underground Gas Rough Gas Final R EWS1EIID: June 2014 COUNTY OF SEMINOLE IMPACT FEE STATEMENT 111 STATEMENT NUMBER: 18100004 DATE: May 11, 2018 BUILDING APPLICATION #: 18-10000467 BUILDING PERMIT NUMBER: 18-10000467 UNIT ADDRESS: BRADSHAW DRIVE 202 35-19-30-522-OF00-0050 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: HABITAT FOR HUMANITY OF SEM CO ADDRESS: 251 MAITLAND AVE #312 ALTAMONTE SPRINGS FL 32701 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 202 BRADSHAW DRIVE / SFR / COUNTRY CLUB MANOR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS N/A Single Familyy Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LlBY Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS N/A Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 CREDIT FEES: SCI LIBRARY R Single Family Housing 54.00 1.000 dwl unit 54.00- SCI SCHOOLS R Single Family Housing 5,000.00 1.000 dwl unit 5,000.00- SCI ROAD ARTERIALS R Single Family Housing 705.00 000 dwl unit 705.00- AMOUNT D 00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE• 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 01d, Do 6 Job Address: C-10 r/W d9LCjA) YK-Mk Historic District: Yes No Parcel ID: 3 ,11-,30 -.-02;?-C)rC0 -OO,S`-D Residential Commercial Type of Work: New R Addition Alteration Repair Demo / Change of Use Move I; Description of Work: A) _ &K,Q(, a t bA• (/ qqq g&2 11,qiy-t., Plan Reviiew Contact Person: rILC Phone: Fax: Name Street: Title: a 1 Email: Cal)S+WC0I?7 j Property Owner Information City, State Zip:S;S 3yZ I Name Street: - City, State Zip: lrFl_ l B J0 J Resident of property?: 40 Contractor Information Phone: 401i(DTKO-Erf r Fax: State License No.: tyi h S5^3 3 1- 1 Architect/ Engineer Information Name: 6eew, pSSbCJ Street: ITq S - City, St, Zip:(/l0 , 3 a7 L 3 Bonding Company: !i - Address: Phone: LVO7 — d YO _Z- ; 3,3 Fax: E- mail: Mortgage Lender: n I 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: 5eh Edition (2014) Florida Building Code Revised: June 30, 2015 Permit <` V `-` x. Application t 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. Si o er/Agent ate A 4 t, & (at1A4AA%0 Z/ Print Owner/Ag ent's Name 0?/Z/GI ASig.aP.f tractor/Agent to A.0. f dfz, Print Contractor/Agent's Name 0 old Sigoat4ue of tary-State of Florida Date Stature may, t Jg GAYLE L PEENING GAYLE L FLEMING = MY COMMISSION # FF 930910 MY COMMISSION # FF 930910 EXPIRES: November 26 2019 EXPIRES: November 26, 2019 y d Bonded Thru Notary Pubc Undarrtiters ,1\`p Bonded Thru Notary Public UnderrrtHera li 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 1'/9 WASTE WATER: I: BUILDING: Revised: June 30, 2015 Permit Application FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 18-1124 Date: 04/23/2018 Project Description:'New SFR Contact Name: Mel Job Address: 202 Bradshaw Dr Contact Email: construction@habitat-sa.org This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. COMMENTS: 1. The Truss Engineering package and truss placement layout from the truss manufacturer do not match the plans. Truss ids, truss locations and overall layout of the trusses should be consistent between the plans and Truss Engineering package. FBC 07 2. Please submit two (2) copies of Florida Product Approval and corresponding installation instructions for the ridge vent FBC 107 3. The truss framing page indicates connector "K" for beam to masonry connections. Connector "K" is for beam to beam connections and doesn't apply to this situation. Please revise this page with the correct callout for beam to masonry connection. FBC 107 4. The cover sheet of the Energy Calc's are required to be signed by the person that prepared them and by the owner/agent. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Deputy Building Official 18n%74IN City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Mel Fernandez Firm: Habitat for Humanity of Seminole County Address: P.O. Box 181010 City: Casselberry, FL State: FL Zip Code: 32718 Phone: 407.216.9111 Fax: Email: construction@habitat-sa.org Property Address: 202 Bradshaw Drive Property Owner: Habitat for Humanity of Seminole County Parcel Identification Number: 35-19-522-OF00-0050 Phone Number: Email: The reason for the flood plain determination is: FEW New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: /A Datum: N/A FIRM Panel Number: 120294 0070 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-1124 Reviewed by: Michael Cash, CFM Date: March 8, 2018 A n 0I Application for Paved Driveway, Sidewalk or 0 Walkway Including Right -of -Way Use & Ito0"Landscaping in Right -of -Way www'aanfordn.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the Ci s regulations and the attached construction Ions approved as art of this permit. The permit is required for driveway orty' 9 P PP P P P q y sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a r driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the K,,, ww%below. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbamywdig. 1. Project Location/Address: o- Vv- V 2. Proposed Activity: 44 Orivewav 3. Schedule of Work: Start Date 4. Brief Description of Work: This application is submitted by. Signature: v v Address: nor r7 a a f Phone:r2 ( (Li ( ( ( Fax: Walkway I ]Other: Compl@tion Dale 11 Emergency Repairs IF qo"*& al & Print Name: fil'E' 67w4e2 3>:7 t S 3 EmailCOhS{ful{ItrnMhJ Dat . Maintenance Responsibilities/Indemnification The Requostor, 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/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permitteo shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (ncluding 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 Citys right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signatur44E Date: 3 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Reviewed: Public Works Utilities Approved: Engineering Q, Site Inspected by: Special Permit Conditions: Novomber 2015 ^ , "" Pa OWNER BUILDER STATEMENT/AFFIDAVIT Altamonte Springs, Casselberry, Lake Mary, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities. OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT BY SIGNING THIS STATEMENT, I ATTEST THAT: (Initial to the left of each statement) I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a Nv"" license. I understand that building permits are not required to be signed by a property owner unless he or she is A ' ] responsible for the construction and is not hiring a licensed contractor to assume responsibility. I understand that, as an owner -builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed his or her name instead of my own name. I also understand that a contractor is required by law to be NAO in licensed in Florida and to list his or her license numbers on all permit and contracts. I understand that I may build or improve a one -family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my own use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within n in 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates this exemption. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. I understand that I may not hire an unlicensed individual person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the licenses required by law and by city ordinance. I understand that it is a frequent practice of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my property. I understand that I may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on my building who Is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions41undertheFederalInsuranceContributionsAct (FICA) and must provide workers' compensation for the employee. I understand that my failure to follow these laws may subject me to serious financial risk. Rev. 9.14.2009 I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern owner -builders as well as employers. I also understand that the construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I am of aware of construction practices and I have access to the Florida Building Codes. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, the Florida Department of Financial Services, and the Florida Department of Revenue. I also understand that I may contact the Florida f n Construction Industry Licensing Board at 1-850-487-1395 or at www.myflorida.com/dbpr/pro/cilb/ for I " more information about licensed contractors. I am aware of, and consent to, an owner -builder building permit applied for in my name and understand that I am the party legally and financially responsible for the proposed construction activity at the address listed below. I agree to notify the building department immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure or in the permit application package. Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Construction Industry Licensing Board, the Department of Business and Professional Regulation and the building department may be unable to assist you with any financial loss that you sustain as a result of a complaint. Your only remedy against an unlicensed contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is property licensed and the status of the contractor's workers' compensation coverage. Property aos- RfA6Vk&,J be. famf fd, 0 3:k-T/ I, -9 1 , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed and agree to the conditions specified above. SignatLk$ 6f OMer-Builder Form of Must be Photo ID) Date A violation of this exemption is a misdemeanor of the first degree punishable by a term of imprisonment not exceeding 1 year and a $1,000.00 fine in addition to any civil penalties. In addition, the local permitting jurisdiction shall withhold final approval, revoke the permit, or pursue any action or remedy for unlicensed activity against the owner and any person performing work that requires licensure under the permit issued. Rev. 9.14.2009 11111111111111111111111111111111 fill 1111 HIS INSTRUME PREPA ED BY: Name 1 — tiRr;l'il' 11f L_t)I`; `Ei" WOLF ;:OIJI'a Y Address , (! (a CI_.F:na'•. i)f' Ca:f'CLf):7 C:O( R.T t Diir'50LL_ER CLERK'S 4 2018017046 NOTICE OF COMMENCEMENT F::E(:I RDED 0' 17';=11`' 02"'1a4: PH EC.ORDING %SEES $10,,00 State of Florida County of Seminole ? 15 r.3 S•Z .4 op —00s-0 Permit Number: Parcel ID Number: 7 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713, Florida Statutes, the following information is provided in this Notice of Commencement. OF PROPERTY: (Legal description of the property GENERAL DESCRIPTION OF IMPROVEMENT: ` OWNER IN[FORM ION: ` LI _ -49-- innne./7 1ii.r_ CO• Address: Fee Simple Title Holder (if other than owner) Name: 9,4#.Co.r Address: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by SgGt/ 713.13 )), Florida Statutes. Name: (!!f14-t (// w n'd Address: Of In addition to himself, Owner Designates To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OFCOMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to tLf f y k wledge and belief. T QMQf le aes Signature i Owners Pnnted Name Florid713.13(1)(g): " The owner must sign the notice of commencement and no one also maybe permitted to sign in his or her stead.' o tcCa- /,,, State of County KO" oe The foregoing instrument was acknowledged before me this a3 day of a 20 F; Who is personally known to me by _ Name of person making statement OR who has produced identification [Itype of identification produced: <_ Y GAYIE L FLWING , n MY COMMISSION 1 FF 930910 EXPIRES November 26, 2019 Notary Signature ' Igfa`R' SondedThNNit 7Publ'eUndenrrite 1/18/2018 SCPA Parcel View: 35-19-30-522-OF00-0050 osi mm, CFA Property Rec Parcel: 35-19-30-522-OF00-0050 6"04= ooumy Ax"DA Property Address: 202 BRADSHAW DR SANFORD, FL 32771 Parcel Information Parcel Own6r HABITAT FOR HUMANITY OF SEMINOLE COUNTY & GREATER APOPKA FLORIDA INC Property Address 202 BRADSHAW DR SANFORD, FL 32771 Mailing PO BOX 181010 CASSELBERRY, FL 32718-1010 Subdivision Name COUNTRY CLUB MANOR UNIT 3 Tax District Sl-SANFORD DOR Use Code 01-SINGLE FAMILY Exemptions 34-CHARITABLE/CIVIC(2018) M CO 120 C) Seminole County GIS Legal Description LOT 5 BLK F COUNTRY CLUB MANOR UNIT 3 PB 12 PG 76 rd Card Value Summary 12018 Working 2017 Certified Valuesi I 1 Values Valuation Method i Cost/Market Cost/Market Number of Buildings' Depreciated Bldg Value 48,164 45,463 Depreciated EXFT Value 288 j$288 Land Value (Market) 12,500 1$12,500 Land Value Ag Just/Market Value 60,952 58,251 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 0 P&G Adj 0 0 Assessed Value 60,952 41,046 Tax Amount without SOH: 520.00 2017 Tax Bill Amount 296.00 Tax Estimator Save Our Homes Savings: 224.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxes Taxing Authority County General Fund Assessment Value Exempt Values Taxable Value 60,952 $60,952 11 Schools 60,952 60,952 i 0 City Sanford 60,952 60,952 0 SJWM(Saint Johns Water Management) 60,952 60,952 0 County Bonds 60,952 60,962 0 Sales Description Date I Book Page LLL Amount Qualified Vactl mp QUIT CLAIM DEED 12/1/2017 09039 1881 100 r No Improved QUIT CLAIM DEED 10/1/2004 05580 0184 100 No Improved WARRANTY DEED 1/1/1975 01066 0626 100 No Improved ii Find Comparobita, Solos Land Method Frontage Depth Units 1 nits Price Land Value LOT 0.00 0.00 r 1 12,500.00 i 12500 11 Building Information Is Bed/Bath count incorrect? Click Here. Description Year Built Fixtures Bed Bath Base Area Total SF Living SF Ext Wall Adj Value pl Val.e Appendages Actual/Effective http://parceldetail.scpafl.org/ParcelDetailinfo.aspx?PID=3519305220F000050 1/2 18/2018 1 SINGLE 1960 FAMILY Permits SCPA Parcel View: 35-19-30-522-OF00-0050 5 2 1.5 972 1,406 972 I CONC $48,164 ` $78,635 j -^ _ Are -- BLOCK ( Descnption Area UTILITY 70.00IUNFINISHEDI j CARPORT ! UNFINISHED ; 200.00 ENCLOSED J PORCH 80.00 UNFINISHED I OPEN _._,._... _.. PORCH 84.00 UNFINISHED 1 Permit # Description Agency - Amount CO Date Permit Date 01127 ; REROOFING & INSTALLING SINGLE PLY ROOF SYSTEM (BI-TEC) SANFORD $2,280 . 2/1/1997 i Extra Features Description _ Year Built Units Value New Cost WOOD UTILITY BLDG 6/1/1982 120 $288 $720 hftp://parceldetaii.sepafl.org/ParceiDetailinfo.aspx?PID=3519305220F000050 2/2 ACOR" CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY) 02/26/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Lockton Affinity, LLC Lockton Affinity, LLC A/CNNoE,1:888-553-9002 (All No:913-652-3967 E-MAIL P. O. Box 873401 ADDRESS: INSURERS)AFFORDING COVERAGE NAIC# Kansas City, MO 64187-3401 INSURER A:Ace American Insurance Co. 22667 INSURED INSURER B:ACE Property s Casualty Insurance Co. 20699 Habitat for Humanity of Seminole County and Greater Apopka, Florida, Inc. INsuRERc. INSURERD: PO BOX 181010 INSURERE: Casselberry, FL 32718-1010 INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSD SUBR WVD POLICY NUMBER POLICY EFF MWDD/YYY POLICY EXP MMIDDIYYYY LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE 1 X I OCCUR y GL1064585-17 04/01/2017 04/01/2018 EACH OCCURRENCE 1,000,000 DAMAGE TO RENTED PREMISES Ea occurrence S 1,000,000 MED EXP (Any one person) S 0 GENT X PERSONAL & ADV INJURY S1,000,000 AGGREGATE LIMIT APPLIES PER: POLICY jECT a LOC OTHER: GENERAL AGGREGATE 2 , 000 , 000 PRODUCTS- COMP/OP AGG S2,000,000 S AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIRED AUTOS AUTOS COMBINED SINGLE LIMIT Ea aaident S BODILY INJURY (Per person) S BODILY INJURY (Per accident) S PROPERTY DAMAGE Per accident S UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE S AGGREGATE S DED RETENTION $ S B WORKERS COMPENSATION AND EMPLOYERS LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? Mandatory in NH) If yes describe under DESCRIPTION OF OPERATIONS below NIA C48740170 04/01/2017 04/01/2018 X PER OTH- STATUTE ER E.L. EACH ACCIDENT S1,000,000 E.L. DISEASE - EA EMPLOYE S 1, 000, 000 E.L. DISEASE - POLICY LIMIT 1, 000, 000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) CERTIFICATE HOLDER CANCELLATION 1064585 City of Sanford SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 300 N. Park Avenue AUTHOR/ rZg! R TATII! Sanford FL 32771 C r O 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD 26044195 1064585 BP20OP16 CITY OF SANFORD Application Master Maintenance 3/01/18 10:12:15 Position to Number 202 Pre Qual Dir _ Street name BRADSHAW Sfx DR Pst Dir _ Pst Qual Apt Type options, press Enter. 2=General info 4=Delete 5=View 6=Names 7=Fees 8=Subcontractors 9=Misc info 10=Structures ll=Permits... Opt Number Property Address Type Status 18 00001124 202 BRADSHAW DR SFHD UR 18 00000599 202 BRADSHAW DR IDSFH 04 00000749 202 BRADSHAW DR CZCL 97 00001127 202 BRADSHAW DR ROOF CL 06 00002415 203 BRADSHAW DR ROOF CL 16 00002324 204 BRADSHAW DR ROOF CL 00 00003369 204 BRADSHAW DR ROOF CL 17 00003790 205 BRADSHAW DR ROOF CL 06 00002785 205 BRADSHAW DR ROOF CL More... F3=Exit F5=Refresh F6=Add F8=Switch view F11=Toggle view F17=Subset F18=Set maint path F23=More options Leakage Test Report (Blower Door Test) ptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: Builder: H c,' k0. ;Or UMAA`.}C mmunity: Lot: Address:. City: S ae O r 3 State: P L Zip: 31_% I 7 r a x 60 = COSC0 = V.S I Method for calculating building volume: CFM(50) Building Volume ACH(50) d Retrieved from architectural plans PASS O Code software calculated ElWhen ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to thecode 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, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Company Name: 6 e l- APhone: V3 G I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Printed Name of Tester: L G C ^ C, ^ License/ Certification #: C A C 0 3)_y 4$ Date of Test: i ' " a, 7 _ ) o Issuing Authority: EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Revision Response to Comments-0- MAR - 5 2018 CA J,I Permit # 1 d J I a l Submittal Date Project Address: Contact: Ph: Fax: Fax: Email: Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov General description of revision: ROUTING INFORMATION Approvals FORM R405-2017 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: HABITAT 202 BRADSHAW DR SANFORD Builder Name: ARMSTRONG AIR AND HEATINGn- 202 BRADSHAW DR Permit Office: City, State, Zip: SANFORD,FL, Permit Number:p _/ Owner: HABITAT FOR HUMANITY Jurisdiction: 8 4DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. Street: New construction or existing New (From Plans) 9. Wall Types (1050.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=19.0 866.70 ft2 b. Frame - Wood, Adjacent R=19.0 184.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 2 d. N/A R= ft2 10. Ceiling Types (815.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 815.00 ft2 6. Conditioned floor area above grade (ft2) 728 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(75.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AC 6 325 a. U-Factor: Dbl, U=0.27 75.00 ft2 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 18.0 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 18.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 4.800 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (815.3 sqft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 815.30 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 28.85 Glass/ Floor Area: 0.092 PASS Total Baseline Loads: 29.20 1 hereby certify that the plans and specifications covered by Review of the plans and F,04E S74TA this calculation are in compliance with the Florida Energy specifications covered by this IV,ter O Code. calculation indicates compliance with the Florida Energy Code. r,,,' = • PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.9018 hereby certify that this building, as designed, is in compliance Florida Statutes. GOb 0 with the Florida Energy Code. WMB OWNER/ AGENT: _ BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 2/ 21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: HABITAT 202 BRADSHAW D Bedrooms: 2 Address Type: Street Address Building Type: User Conditioned Area: 728 Lot # Owner Name: HABITAT FOR HUMANITY Total Stories: 1 Block/Subdivision: of Units: 1 Worst Case: No PlatBook: Builder Name: ARMSTRONG AIR AND HEA Rotate Angle: 0 Street: 202 BRADSHAW DR Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: SANFORD , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Entire House 728 6520 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 SUITE 2 125 1000 No 1 1 1 Yes Yes Yes 2 SUITE 1 169 1352 No 2 1 1 Yes Yes Yes 3 BATH 65 520 No 0 1 Yes Yes Yes 4 KITCHEN 125 1000 Yes 0 1 Yes Yes Yes 5 LIVING 185 1480 No 0 1 Yes Yes Yes 6 HALL 38 304 No 0 1 No Yes Yes 7 AC 12 96 No 0 1 No Yes Yes 8 UTILITY 96 768 No 0 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio SUITE 2 24 ft 0 125.3 ft2 0 0 1 2 Slab -On -Grade Edge Insulatio SUITE 1 20.7 ft 0 169.1 ft2 w_ 0 0 1 3 Slab -On -Grade Edge Insulatio BATH 6.3 ft 0 65.4 ft2 0 0 1 4 Slab -On -Grade Edge Insulatio KITCHEN 22.3 ft 0 124.7 ft2 0 0 1 5 Slab -On -Grade Edge Insulatio LIVING 15 ft 0 184.7 ft2 0 0 1 6 Slab -On -Grade Edge Insulatio HALL 1 ft 0 37.9 ft2 0 0 1 7SIab-On-Grade Edge Insulatio AC 1 ft 0 12.2 ft2 0 0 1 8 Slab -On -Grade Edge Insulatio UTILITY 20 ft 0 96 ft2 0 0 1 2/21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 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 911 ft2 204 ft2 Medium 0.9 No 0.9 No 0 26.6 ATTIC V Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 815 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) SUITE 2 30 Blown 125 ft2 0.1 Wood 2 Under Attic (Vented) SUITE 1 30 Blown 169 ft2 0.1 Wood 3 Under Attic (Vented) BATH 30 Blown 65 ft2 0.1 Wood 4 Under Attic (Vented) KITCHEN 30 Blown 125 ft2 0.1 Wood 5 Under Attic (Vented) LIVING 30 Blown 185 ft2 0.1 Wood 6 Under Attic (Vented) HALL 30 Blown 38 ft2 0.1 Wood 7 Under Attic (Vented) AC 30 Blown 12 ft2 0.1 Wood 8 Under Attic (Vented) UTILITY 30 Blown 96 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ocnt To Wall_T_ype Space R-Value Ft In Ft-ln Area R-V_alue-Fraction-AbsorGrade%- 1 N Exterior Frame - Wood SUITE 2 19 10 0 8 0 80.0 ft2 0 0.25 0.8 0 2 E Exterior Frame - Wood SUITE 2 19 14 0 8 0 112.0 ft2 0 0.25 0.8 0 3 E Exterior Frame - Wood SUITE 1 19 12 0 8 0 96.0 ft2 0 0.25 0.8 0 4 S Exterior Frame - Wood SUITE 1 19 8 8 8 0 69.3 ft2 0 0.25 0.8 0 5 N Exterior Frame - Wood BATH 19 6 4 8 0 50.7 ft2 0 0.25 0.8 0 6 N Exterior Frame - Wood KITCHEN 19 11 4 8 0 90.7 ft2 0 0.25 0.8 0 7 W Exterior Frame - Wood KITCHEN 19 11 0 8 0 88.0 ft2 0 0.25 0.8 0 8 W Exterior Frame - Wood LIVING 19 15 0 8 0 120.0 ft2 0 0.25 0.8 0 9 S Garage Frame - Wood LIVING 19 11 0 8 0 88.0 ft2 0 0.25 0.8 0 10 E Exterior Frame - Wood UTILITY 19 12 0 8 0 96.0 ft2 0 0.25 0.8 0 11 S Exterior Frame - Wood UTILITY 19 8 0 8 0 64.0 ft2 0 0.25 0.8 0 12 W Garage Frame - Wood UTILITY 19 12 0 8 0 96.0 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated LIVING None 6 3 6 8 20 ft2 2/21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 WINDOWS Orientation shown is the entered, Proposed orientation. I/ # Wall Omt ID Frame Panes NFRC Overhang U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 2 3 4 E 2 Vinyl Low-E Double Yes E 3 Vinyl Low-E Double Yes W 7 Vinyl Low-E Double Yes W 8 Vinyl Low-E Double Yes 0.27 0.25 N 15.0 ft2 2 ft 0 in 0 ft 6 in 0.27 0.25 N 15.0 ft2 2 ft 0 in 0 ft 6 in 0.27 0.25 N 15.0 ft2 6 ft 8 in 0 ft 6 in 0.27 0.25 N 30.0 ft2 6 ft 8 in 0 ft 6 in Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Exterior 5 Exterior 5 Exterior 5 Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 216ft2 216ft2 36ft 8ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000356 760.7 41.76 78.54 .2598 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 18 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 15 18 kBtu/hr cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None UTILITY 0.92 40 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS v # Supply --- ---- Return --- Air CFM 25 CFM25 Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 325 ft2 Attic 325 ft2 Default Leakage AC (Default) (Default) 1 1 2/21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinHJan Feb HFeb Mar Mar A r fAPrI Ma I MaY 4j Jun Jun Jul rj Jul Au 11 Au rj Se SeP Oct Oct Nov Nov Dec Dec Ventin Jan Feb Mar X] A r Ma [ Jun Jul Aug Se X] Oct 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 2/ 21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 202 BRADSHAW DR, SANFORD, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=19.0 866.70 ft2 b. Frame - Wood, Adjacent R=19.0 184.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 2 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 815.00 ft2 6. Conditioned floor area (ft2) 728 b. N/A R= ft2 7. Windows** Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.27 75.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: AC R ft2 6 325 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 18.0 SEERA5.0 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 18.0 HSPF:8.50 Area Weighted Average Overhang Depth: 4.800 ft. Area Weighted Average SHGC: 0.250 8. Floor Types Insulation Area 14. Hot water systems Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 815.30 ft2 a. Electric EF: 0.92 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: t'C1;E S r OOD W1r, Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/21/2018 11:36 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 tr) 9 a Load Short Form Job: WPI htsoft Date: Feb 21, 2018 Entire House By. MTON KWACH ARMSTRONG AIR AND HEATING 671 BUSINESS PARK BLVD, WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWWARMSTRONGAJRINC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Design Information: Htg Clg Infiltration Outside db ff) 42 92 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 28 17 Fireplaces 0 Daily range - M Inside humidity (%) 50 50 Moisture difference (gr/Ib) 23 47 HEATING EQUIPMENT Make Carrier Trade CARRIERAIR CONDITIONING Model 25HBC518AO0300 AHRI ref 9154643 Efficiency Heating input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat Capacity balance point = 35 °F 8.5 HSPF 17700 Btuh @ 47°F 27 F 600 ckT1 0.053 cfmBtuh 0.50 in H2O Backup: n/a n/a Input = 0 kW, Output = 0 Btuh,100 AFUE COOLING EQUIPMENT Make Carrier Trade CARRIERAIR CONDITIONING Cond 25HBC518AO0300 Coil F134CNP025L AHRI ref 9154643 Efficiency Sensible cooling Latent cooling Total cooling Actual airflow Air flow factor Static pressure Load sensible heat ratio 12.5 EER,15 SEER 12600 Btuh 5400 Btuh 18000 Btuh 600 cfrn 0.047 cfmBtuh 0.50 in H2O 0.73 ROOM NAME Area ft2) Htg load Btuh) Clg load Btuh) Htg AVF cIm) GgAVF dm) SUITE 2 125 2248 1596 119 76 SUITE 1 169 2028 1929 107 92 BATH 65 609 313 32 15 KITCHEN 125 2097 2858 111 136 LIVING 185 2316 4461 122 212 HALL 38 0 0 0 0 AC 12 0 0 0 0 I RII ITV nC Onr_o 4An4 inn 74 L AEI9 Em JV LVVV ITJ 1 1 — I 1 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2018-Feb-2111:35D7 w Right SuiiBGUniversal201818.0.07 RSU21356 Page 1 ACCk ...adi\DesldopWABRAT 202 BRADSHAN DR SANFORD.rup Calc = MJ8 Front Door faces: N Entire House d 815 11367 12648 600 600 Other equip loads 2139 1324 Equip. @ 0.97 RSM 13609 Latent cooling 5158 Tr)TAIC 107927 cnn cnn Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right-Suite(R) Universal 201818.0.07 RSU21356 ACCK...ach\DesWDpWABITAT202BRADSWWDRSANFORD.rup Calc=MJ8 FrontDoorfaces: N 2018-Feb-21 11:35:07 Page 2 9 ° Loads for Multiple Orientations Job: wri htsoft Date: Feb 21, 2018 Entire House By: ANTON KLIVACH ARMSTRONG AIR AND HEATING 671 BUSINESS PARK BLVD, WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWWARMSTRONGAIPJNC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Location: Orlando Intl AP, FL, US Elevation: 105 ft Latitude: 28°N Outdoor. Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor. Heating Cooling Indoor temperature(°F) 70 75 Design TD ('F) 28 17 Relative humidity (%) 50 50 Cooling Moisture difference (gr/lb) 23.4 46.6 92 Infiltration: 17 (M ) 76 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 1;3609 13563 12697 13435 13409 13205 12697 13359 Latent Load (Btuh) 5158 5158 5158 5158 5158 5158 5158 5158 Total Load (Btuh) 18767 18721 17855 18594 18568 18363 17855 18517 Heat ngAVF (cIm) 600 600 600 600 600 600 600 600 CoolingAVF (dm) 600 600 600 600 600 600 600 600 Building Orientation Cooling Load Direction Front Door faces Current Orientation: Front Door faces North Highest Cooling Load: Front Door faces North Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrghtsoft` 2018-Feb-2111:35:07 Righuite® Universal 201818.0.07 RSU21356 Page 1tS ACCA...achtDesldopWABRAT202BRADSHANDRSANFORD.rup Calc=MJ8 FrontDoorfaces: N wrightsoft, Building Analysis Entire House ARMSTRONG AIR AND HEATING 671 BUSINESS PARK BLVD, WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWW.ARMSTRONGAIRINC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Job: Date: Feb 21, 2018 By: ANTON KWACH Location: Indoor. Heating Orlando Intl AP, FL, US Indoor temperature (°F) 70 Elevation: 105 ft Design TD (°F) 28 Latitude: 28°N Relative humidity(%) 50 Outdoor Heating Cooling Moisture difference (gr/Ib) 23.4 Dry bulb (°F) 42 92 Infiltration: Daily range 'F) - 17 (M ) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ftz Btuh of load Walls 2.0 1945 14.4 Glazing 7.6 569 4.2 Doors 16.9 339 2.5 Ceilings 0.9 733 5.4 Floors 4.4 3592 26.6 Infiltration 2.4 2042 15.1 Ducts 2147 15.9 Piping 0 0 Humidification 0 0 Ventilation 2139 15.8 Adjustments 0 Total 13505 100.0 Component Btuh/fFz Btuh of load Walls 1.4 1381 9.9 Glazing 20.3 1522 10.9 Doors 18.3 367 2.6 Ceilings 1.7 1408 10.1 Floors 0 0 0 Infiltration 0.8 663 4.7 Ducts 3327 23.8 Ventilation 1324 9.5 Internal gains 3980 28.5 Blower 0 0 Adjustments 0 Total 1 1 13972 100.0 Latent Cooling Load = 5158 Btuh Overall U-value = 0.095 Btuh/ftz-°F Data entries checked. Ceilings Infiltration Ventilation Ducts Cooling 75 17 50 46.6 Gains wrightsoft 2018-Feb-21 11:35:07 w Right-Suille®Universal 201818.0.07 RSU21356 Page 1 r,(>....achlDesldopWA8RAT202BRADSHANDRSANFORD.rup Calc=MJ8 Front Door faces: N wrghtsoft° Component Constructions ARMSTRONG AIR AND HEATING 671 BUSINESS PART( BLVD, WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWWARMSTRONGAIMNC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Job: Date: Feb 21, 2018 By. ANTON KWACH Location: Indoor. Heating Cooling Orlando IntIAP, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 17 Latitude: 28°N Relative humidity (%) 50 50 Outdoor Heating Cooling Moisture difference (grHb) 23.4 46.6 Dry bulb (OF) 42 92 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area tl value Insul R Htg HTM Loss Clg HTM Gain ftBktM-°F WFBtuh Btuhr Btuh BtUKIP Bbuh Walls none) Partitions none) Windows none) Doors none) Ceilings 16630ad: Attic ceiling, asphalt shingles roof mat, r30 ceil ins, 1/2" 12 0.032 30.0 0.90 11 1.73 21 gypsum board int fish Floors none) wri gh t30ft- 2018-Feb-21 11:35:07 Right -Suite® Universal 2018 18.0.07 RSU21356 Page 1 achbDesktopWABrrAT202BRADSHANDRSANFORD.rup Calc=MJ8 FrontDoorfaces: N wrightsoft', Project Summary Entire House ARMSTRONG AIR AND HEATING 671 BUSINESS PARK BLVD, WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWWARMSTRONGAJPJNC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Notes: Job: Data: Feb 21, 2018 By: ANTON KUVACH Weather. Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 Moisture difference 47 grub Heating Summary Sensible Cooling Equipment Load Sizing Structure 9220 Btuh Structure 9321 Btuh Duds 2147 Btuh Duds 3327 Btuh Central vent (69 dm) 2139 Btuh Central vent (69 ctm) 1324 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13505 Btuh Use manufacturer's data n Rate/swing multiplier Equipment load 0.97 13609 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2298 Btuh Duds 668 Btuh Central vent (69 ckn) 2193 Btuh Heatinngg Cooling Outside air Area (ftz) 815 815 Equipment latent load 5158 Btuh Volume (fP) 6523 6523 Air changes/hour 0.61 0.32 Equipment Total Load (Sen+Lat) 18767 Btuh Equiv. AVF (dm) 66 35 Req. total capacity at 0.70 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIERAIR CONDITIONING Trade CARRIERAIR CONDITIONING Model 25HBC518AO0300 Cond 25HBC518AO0300 AHRI ref 9154643 Coil FB4CNP025L AHRI ref 9154643 Efficiency 8.5 HSPF Efficiency 12.5 EER,15 SEER Heating input Sensible cooling 12600 Btuh Heating output 17700 Btuh @ 47'F Latent cooling 5400 Btuh Temperature rise 27 OF Total cooling 18000 Btuh Actual airflow 600 cfm Actual airflow 600 ctm Airflowfactor 0.053 cfmBtuh Airflowfador 0.047 cfmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.73 Capacity balance point = 35 OF Backup: n/a n/a Input = 0 kW, Output = 0 Btuh, 100AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-2111:35:07 RightSuite®Universal 201818.0.07 RSU21356 Page 1 ACCK...ach\DeskbDpWABrrAT202BRADSHAVVDRSANFORD.rup Caic=MJ8 Front Door faces: N wrightsoft° AED Assessment Entire House ARMSTRONG AIR AND HEATING 671 BUSINESS PARK BLM], WINTER GARDEN, FL34787 Phone:407-877-8090 Web: WWW.ARMSTRONGAJRINC.COM For. HABITAT FOR HUMANITY 202 BRADSHAW DR, SANFORD, FL Location: Orlando Intl AP, FL, US Elevation: 105 ft Latitude: 28'N Outdoor. Heating Dry bulb ('F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Job: Date: Feb 21, 2018 By. ANTON KWACH Indoor. Heating Cooling Indoor temperature(°F) 70 75 Design TD (°F) 28 17 Relative humidity (%) 50 50 Cooling Moisture difference (grAb) 23.4 46.6 92 Infiltration: 17 (M ) 76 7.5 Test for Adequate Exposure Di uersity Hourly Glazing Load Hwr of Day Hovly d A.wape / AfD iril Maximum hourly glazing load exceeds average by 75.1%. House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 585 Btuh (PFG-1.3*AFG) wrightsoffi' 2018-Feb-21 11:35:07 k Right -Suite® Universal 2018 18.0.07 RSU21356 Page t ACCK ...achtDeskbDp+MrrAT202BRADSHFWDRSANFORD.rup CaIc=MJ8 Front Door faces: N External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.34 in H2O 0.16 in H2O 0.080 / 0.080 in H2O 0.122 in/100ft 600 cfm 132 Cooling 0.50 in H2O 0.34 in H2O 0.16 in H2O 0.080 / 0.080 in H2O 0.122 in/100ft 600 cfiT1 a SupplyBranch'Detail Fable L e Name Design Btuh) Htg cim) Clg dm) Design FIR Diam in) H x W in) Duct Mat! Actual Ln (ft) Ftg.Egv Ln (ft) Trunk B/UH h 609 32 15 0.142 4.0 Ox0 VIFx 12.6 100.0 st1 KrrCHEN c 2858 111 136 0.122 7.0 Ox0 VIFx 21.6 110.0 st2 LIVING c 4461 122 212 0.130 8.0 Ox0 VIFx 13.1 110.0 st2 SUITE 1 h 2028 107 92 0.147 6.0 Ox 0 VIFx 8.5 100.0 st1 SUITE 2 h 2248 119 76 0.140 6.0 Ox 0 VI Fx 14.4 100.0 st1 UTTLrry h 2068 109 71 0.126 6.0 Ox 0 VIFx 17.3 110.0 st2 Trunk Htg Clg Design Veloc Diam H x W Dud Name Type dm) dm) FIR fpm) in) in) Material Trunk st2 PeakAVF 342 418 0.122 532 12.0 0 x 0 VinlFlx st1 PeakAVF 258 182 0.140 584 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cim) Clg dm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Mat Trunk rb2 Ox0 600 600 0 0 0 0 Ox 0 VIFx wrightsoft w„ Right-Suite®Universa1201818.0.07RSU21356 f1 iCf1...ach DesktDp\FMrrAT202BRADSHANDRSANFORD.rup Calc=NUB Front Doorfaces: N 2018-Feb-21 11:35:07 Page 1 Level I SUITE 2 811 10x6 i0xio XMWA Ord i 1 1 BATH r 0 8x &Aql 711 KITCHEN u 1OX10 Job #: Performed byANTON KUVACH for. HABMATFOR HUMANTY 202BRADSHAWDR SANFORD, FL 24x18 12 SUITE 1 LIVING RE UTILITY 10x6 6" FRESHAIR 7 6z I YL 1WKom1i w w0 -alk( 000MMINT ARMSTRONG AIRAND HEATING 671B1JSr4ESSPARKBWD WNTERGARDEN, FL34787 Phom4W- 977400 WWWARNUMONGARNG. COM GARAGE Scab: 1: 63 P g81 RqtSLh3QDUnvemd2D18 18RNRSLJ21355 2D18- Feb-21113524 1TAT2MBRADSHAWDRSANFORDYLp Benchmark Information - Florida Department of Transportation Datum Elevation: 31.49' Florida Department of Transportation Florida Permanent Reference Network (FPRN) District 5 G.P.S. - Geodetic NTRIP Network Base I.D. - Sanford Continuously Operating Reference Station (Cors) Station: SNFD Elevations are based upon North American Vertical Datum 1988) Site Benchmark Information - BM -0 #1 Set Nail & Disk (LB 7623) in Edge of Pavement Elevation: 31.49' BM 0 ##2 Set Nail & Disk (LB 7623) in Edge of Pavement Elevation: 31_67' M1ya Existing Elevations (Typical) Line Data L-1 S 00"00'00" E 65.00' (P) S 00'07'15" W 65.06' (M) L-2 S 00"00'00" E 9.67' (P) S 00e21'41" E 9.63' (M) PLOT PLAN Legal Description: LOT 5, BLOCK F, COUNTRY CLUB MANOR UNIT 3, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 12, PAGES 75 AND 76, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. Flood Information: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING MUN.CIPAUTY OR sWW2 FEMAGOV. THE PROPERTY APPEARS TO BE LOCATED IN ZONE X THIS PROPERTY WAS FOUND IN CITY OF SANFORD. COMMUNITY NUMBER 120294, DATED 9126/2007. CERTIFIEDTO: HABITAT FOR HUMANITY Lot 3 / Block "F" l Lot 4 Block "F" I I I I I I I I I Set %' Reber 1 IS Cap'LE1 7623" 1I a Lot 19 i Block "F" a 9 9 1 to to W (D W 3: 1 I P N I 0O (Dp O p Z Z Lot 18 Block "F" A- Hooar 1 (Noidenlificalion) I l Ui LU N 90*00*00" E 120.00' (P) N 90"00'00" W 120.00' (P) BB" I i Lot 6 Block "F" I 11I1 Revision: Add Proposod Resldonw - 03101116 - TCD Revision: Removed Site Structures - 02123116 • BMJ 202 BRADSHAW DRIVE, SANFORD, FLORIDA 32771 Fnd. h' Rebar ' 6 Cap'LS 3362• ' P.C. I Field Dale:3/1/2018 Dale Com toted: /1/2018V3 Norzs s„.rpo,w.m t'.Irs+w«nctens,00.ahcwnc Drawn By: Tp. FIIe Number 1S-43879 PPK. D M m O D Rn . Mdb xD 4M M w"a a 3_D M t>,nY 4>rneMt > W w M,v',TDon> d R„wd L end sw,Mw;,e.n.rwnx,>we.a,nae.wd Pw vnu. o.na.a "+U.a•. W'Idingn,,,•, c S. C.IWW.d canMdne PC-PpMdO+rvtlre PpD .Pepe eetaD, v,etl to r,."nrrvo rroeert7Un,,. r.w 0.,r,n'.P>"oT e.r..nw.e CM Corere+e Blatt C to Murwnwn PI-Pontpt 0.9in CmP.O B. - PdM aI Bepirirp aod o.n.rgtiu.x.ro o.,eu:::a., Wra raeten M,+rarDRrniw,nR ull(L33 D,c PIP Form S.ptY Trlu.ndla Dn naW loueon>,n>ppro>f,vee,ntl MU3TMveneed Dr a c— Polo fml Dre re EeeemerR FIRM Pertrorr—IA u>,d R.>3",rry I, MNWI,e>oN.r uunlnIN W'moR—Mrnvmrk,ewn W. A"eL'>MSNrR'>I,MWINat.IWD:iry tetM Surr.ry. MXA'nq lNrwn>D>eb F. E.MA-Fedarel 6',Y ManpemeYAOenry PTPOM01 ie. R -Peden fie, l' en>inddw9.n RNr Rgnr>ae.n.(:+.t"aorn«w.tne,eawtrd. FFE Fnened Floe, 9e Red. RA" raYnorlYT[R[ST- Fnd IPFgnd totPVeRAC - Reber a Cep Roc R o s ed NONE V SIBLE L LenpfttMc) R1d. Pnobd M N&D Wl Nei1& DW 5ei- SelA'Rebarb Rebr C"p'LB 7623• N 0. ORENor-Redd Ofk It— Bmk TTP ' Typ' LE U[(tf Eeasrtml P Pa. PIN PetBak WM - Wear Me'.er A - D.I.(c fsI"gi ) VA d Fens O- - Chen L.* I— M! TGra hic Scale 1 ' A. 60, Scale: 1'=30' 1 „" eD'/ Cdey NIT, eD'><ay e..sty d lro eDo,o oeaosdc MOMry Y Trw eM CmM b M e.. d n'! Krw adpe,rd B I a mtiy Sv'n1N uida- nT D •ere&', m LY DW SDan Bawd m 1-h•,uem 7•nYtrd b W Wok and Canrwrn, v tl,s ewr o d F C- r, W I ngnq /> Di0 e•Y DI Llorya {n ,pyd.n11 ol'+c'— IsAI eJ] Flwa AtlrlYll•I>al.Y1 Cal,&, W+wrt 112 T Fb1L Bla[Jx T. Patrick K. Irelan V; ,of 6637 LB 7623 TNs Su n d Sad Cert'fied Patios 7N[ s,3/" FioT vu I U w EBeooDd.lr sie3wxe srr Ireland & Associates Surveong, Inc. 1301 S. htt malionel Parkway Sude 2001 Lake Mary. Florida 32748 www. i re la rd s u rveyng.m coOffice- 407.678.3356 Fax407.320.8165 Lumber design values`are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 180041 -The Greenwood MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Habitat for Humanity (Seminole) Project Name: The Greenwood Moggel: Lot/Block: 5 Subdivision: Country Club manor Address: ., 202 Bradshaw Dr. City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 9.1 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. Seal# Truss Name Date 1 T13177485 1 CJ01 1 2/8/18 118 1 T13177502 1 RF08 2/8/18 1 12 1 T13177486 1 CJ01 A 1 2/8/18 119 1 T13177503 1 RF09 1 2/8/18 3 1 T13177487 1 CJ03 1 2/8/18 120 1 T13177504 1 VT01 12/8/18 14 1 T13177488 1 CJ03A 1 2/8/18 121 1 T13177505 1 VT02 1 2/8/18 1 15 1 T13177489 J CJ05 1 2/8/18 122 1 T13177506 1 VT03 1 2/8/18 16 1 T13177490 1 CJ05A 1 2/ 8/18 123 1 T13177507 1 VT04 12/8/18 17 1 T13177491 1 EJ07 1 2/8/ 18 124 1 T13177508 1 VT05 1 2/8/18 18 I T13177492 J EJ07A 1 2/8/18 125 1 T13177509 1 VT06 1 2/8/18 19 1 T13177493 1 HJ07 1 2/8/18 1 110 1 T13177494 1 HJ07A 12/8/18 11 I T13177495 1 RF01 1 2/8/18 112 1 T13177496 1 RF02 1 2/8/18 113 1 T131774971 RF03 1 2/8/18 114 T13177498 1 RF04 1 2/8/18 115 T13177499 1 RF05 1 2/8/18 116 1 T13177500 1 RF06 1 2/8/18 117 1 T13177501 1 RF07 1 2/8/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Manning Building Supplies. 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. o 9380 STATE OF a'Ii11 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 69N Parke East Blvd. Tampa FL 33610 Date: February 8,2018 Albani, Thomas 1 of 1 Job Truss Truss Type city Ply The Greenwood T13177485 180041 CJO1 Jack -Open 8 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:33 2018 Page 1 I D:w593?I? Ao Hd7YvZe W ea314znc_S-bAXgdfKgzXYI iwv W U 9crC Brbj LVAvb? R RhT3bxzn F9y 2-0-0 1-0-0 2-0-0 1-0-0 in LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171FP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. lb/size) 3=-20/Mechanical, 2=281/0-6-0, 4=-62/Mechanical Max Horz 2=63(LC 12) Max Uplift 3= 20(LC 1), 2=-269(LC 12), 4=-62(LC 1) Max Grav 3=36(LC 12), 2=281(LC 1), 4=85(LC 12) FORCES. (lb) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown. Scale = 1:6.8 1-0-0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.00 5 >999 360 MT20 244/190 Vert(CT) 0.00 5 >999 240 Horz(CT) 0.00 4 Wet n/a Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=269. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTek& connectors. [his design Is based only upon parameters shown, and is for an Individual bullding component, not a Inrss system. Before use, the building designer must verify the applicability of design I.xjrameters and properly Incorporate this design into the overall design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Addli onal temporary and permanent bracing MiTek' building prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcatlon, storage, delivery, erection and bracing of trrrsses and truss systei ns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type City Ply The Greenwood T13177486 180041 CJ01A Jack -Open 2 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:34 2018 Page 1 ID:w593?1?AoHd7YvZeWea314znc_S-3M5Cr_Llkgg8K4Ui2s74kPNISIgPe2FagLCd7OznF9x 2-0-0 1-0-0 2-0-0 1-0-0 0-9-12 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 5 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0,05 Vert(CT) 0.00 5 999 240 BCLL NO Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-20/Mechanical, 4= 62/Mechanical, 2=281/0-3-8 Max Horz 2=63(LC 12) Max Uplift 3=-20(LC 1), 4=-62(LC 1), 2=-269(LC 12) Max Grav 3=36(LC 12), 4=85(LC 12), 2=281(LC 1) FORCES. (Ib) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown - Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=269. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTekn connectors. This design is based only upon parameters shown. and Is for an individual building component, not - a inrss system. Before use. the building designer must verify the applicability of design ix1rarneters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual imss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply The Greenwood T13177487 180041 CJ03 Jack -Open 8 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:34 2018 Page 1 I D:w593?I?Ao Hd7YvZeW ea314znc_S-3M5Cr_Llkgg8 K4Ui2s74kPN ISI pre2Fag LCd7Ozn F9x 2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:10.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) 0.00 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=55/Mechanical, 2=278/0-6-0, 4=22/Mechanical Max Horz 2=93(LC 12) Max Uplift 3=-23(LC 12), 2=-199(LC 12) Max Grav 3=55(LC 1), 2=278(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft, 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=199. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTeM) connectors. This design is based only upon parameters shown, and is for an individual bulicling component, not a firms system. Before use, the building designer must verify the applicabilify of design parareters and properly incorporate lids design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, secANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply The Greenwood T13177488 180041 CJ03A Jack -Open 2 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8A 30 s Sep 15 2017 Mi r A Industries, Inc. 1 IIU reu o ve.u•r.00 cv i o rage i ID:w593?1?AoHd7YvZeWea314znc_S-XYfa2KLwV8o?yE3vcZeJHcwwC894NVVku?yAfgznF9w 3-0-0 3-0-0 Scale = 1:10.2 0-2-4 2-9-12 -_ LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 3=55/Mechanical, 4=22/Mechanical, 2=278/0-3-8 Max Horz 2=93(LC 12) Max Uplift 3=-23(LC 12), 2=-199(LC 12) Max Grav 3=55(LC 1), 4=46(LC 3), 2=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat- 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=199. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. s Design valid for use only with MiTekJ connectors. This design is based only ulx n parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOWbuildingdesign. Bracing Indicated is to prevent buckling of Individual Miss web and/or chord members only. Additional temporary and permanent bracing ry OW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, D$8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply The Greenwood T13177489 180041 CJ05 Jack -Open 8 1 Job Reference (optional) nn,o o..,. i Manning Building Supplies, Apopka, FL - 32703, 9 8.130 s oep 15 20 i i rvn I en a luuaU IeS, Inc. I uyJ I D:w593? I? Ao Hd7YvZe W ea314znc_S-? kCyFg MZGSwsZ0e59HAYggTSyYTd6ykt7thkCGznF9v 5-0-0 5-0-0 Scale = 1:13.6 r 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 4-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 4-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=117/Mechanical, 2=342/0-6-0, 4=56/Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-67(LC 12), 2=-202(LC 12) Max Gram 3=117(LC 1), 2=342(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcllrrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except Qt=lb) 2=202. Thomas A. Afbani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 8,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IM312015 BEFORE USE. _ Design valid for use only With MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not aTrusssystem. Before use, the building designer must verify the applicability of design rxarameters and properly incorporate this design into the overall ®®® building design. &acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, storage, delivery, erection and bracing of trusses and truss syslerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177490 180041 CJ05A Jack -Open 2 1 Job Reference o tional) Manning Building Supplies, Apopka, FL - 32703, 2-0-0 2-0-0 8.130 s Sep 15 2017 MI I ek Industries, Inc. I hu Feb 8 09:04:36 2018 Page 1 ID:w593?I?AoHd7YvZeW ea314znc_S-?kCyFgMZGSwsZOe59HAYggT5yYTd6ykt7fhkCGznF9v 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 4-7 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 4-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=117/Mechanical, 4=56/Mechanical, 2=342/0-3-8 Max Horz 2=124(LC 12) Max Uplift 3=-67(LC 12), 2=-202(LC 12) Max Grav 3=117(LC 1), 4=86(LC 3), 2=342(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=202. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ME, Design valid for use only with MiTek(D connectors. This design is based only upon paramelers shown, and Is for an Individual building component not a truss syslem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Inlo the overall buckling fndivldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated is to prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Job Truss Truss Type city Ply The Greenwood T13177491 180041 EJ07 Jack -Open 23 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 6.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:37 2018 Pagel I D:w593? I?AoHd7YvZe W ea314znc_S-Txm KTO N B 112j BYD Hj_hnM 1 ?C6ylyr0_OMJ R Hkjzn F9u 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.13 4-7 627 360 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.21 4-7 389 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=176/Mechanical, 2=415/0-6-0, 4=85/Mechanical Max Horz 2=156(LC 12) Max Uplift 3=-106(LC 12), 2=-216(LC 12) Max Gram 3=176(LC 1), 2=415(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=106,2=216. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTekJ conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply The Greenwood T13177492 180041 EJ07A Jack -Open 1 i Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:38 2018 Page 1 I D:w593? 1? Ao Hd7YvZe W ea314znc_S-x7KjgM Opo3AaphoU HiCOvFYMpM43arEAbzAgG9znF9t 2-0-0 7-0-0 2-0-0 7-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Veri(LL) 0.13 4-7 >619 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.22 4-7 >378 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 7-0-0 except Qt=length) 3=Mechanical, 3=Mechanical. lb) - Max Horz 2=156(LC 12) Max Uplift All uplift 100 Ito or less at joint(s) except 3=-106(LC 12), 2=-216(LC 12) Max Grav All reactions 250 lb or less at joint(s) 3, 3, 4 except 2=416(LC 1), 2=416(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft B=45ft; L=2411; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 106 lb uplift at joint 3, 216 lb uplift at joint 2 and 216 lb uplift at joint 2. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a IRM systern. Before rise, the building designer must verify the applicability of design pxnarneters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iii MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177493 180041 HJ07 Diagonal Hip Girder 4 1 Job Reference o tional Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:39 2018 Page 1 I D:w593? I? AoHd7YvZe W ea3l4znc_S-PJu5ui P RZN I RQrN grPj FRS5Y3mR OJ EwJpdwOobznF9s 2-9-15 5-6-11 9-10-1 2-9-15 5-6-11 4-3-5 Scale: 1/2"=1' N Io ax4 NAILED NAILED NAILED 3x4 = NAILED 5-6-11 9-10-1 5-6-11 4-3-5 Plate Offsets (X Y)-- f2'0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 42lb 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. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=123/Mechanical, 2=561/0-8-2, 5=323/Mechanical Max Horz 2=174(LC 4) Max Uplift 4= 83(LC 4), 2=-390(LC 4), 5=-64(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-906/186 BOT CHORD 2-7=-256/854, 6-7=-256/854 WEBS 3-7=0/268, 3-6= 901/270 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber 60L=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 83 lb uplift at joint 4, 390 lb uplift at joint 2 and 64 lb uplift at joint 5. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8= 20 Concentrated Loads (lb) Vert: 10=64(F=32, B=32) 12=-65(F=-33, B=-33) 13=1(F=1, B=1) 14=-55(F=-27, B=-27) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component, notonatrusssystem. Before tw, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallonly. Additional Temporary and permanent brack)g WOWbuildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply The Greenwood T13177494 180041 HJ07A Diagonal Hip Girder 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 201 / MI I eK industries, Inc. I nU Pep 8 U9:U4:4U 2U18 Page 1 I D:w593?I?AoHd7YvZeW ea3l4znc_S-tW ST52P3KgQl2?xsO7EU_gdjp9mX2ipT2HfxL2znF9r 2-9-15 5-6-11 9-10-1 2-9-15 5-6-11 4-3-5 Scale: 1/2"=1' NAILED NAILED NAILED 5 3x4 = 3-$ 3- 5-6-11 5-3-3 9-9-8 9-1 -1 4-2-13 0- -9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.04 6-11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.05 5-6 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=125/Mechanical, 5=306/0-5-5, 2=571/0-4-15 Max Harz 2=174(LC 20) Max Uplift 4=-86(LC 4), 5=-53(LC 4), 2=-400(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 787/148 BOT CHORD 2-6= 193/734, 5-6=-193/734 WEBS 3-5=-775/204 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 86 Ito uplift at joint 4, 53 lb uplift at joint 5 and 400 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148"xX) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 11=64(F=32, B=32) 13= 65(F=-33, B=-33) 14=1(F=1, B=1) 15— 55(F=-27, B=-27) Thomas A. Alberni PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekR connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component, not a inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. BiacIng indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177495 180041 RF01 Half Hip Girder 1 1 Job Reference (option,') Manning buiiaing buppiies, HpopKa, r-L - oziaa, . —il 11 — I , - - .,,-. — - , ..y., . I D:w593?I?AoHd7YvZeW ea314znc_S-quaDW kRJslh01J5FW YHy35i36zSzW SulVb82PwznF9p 2-0-0 4-5-3 7-0-0 13-4-9 19-7-7 26-0-0 2-0-0 4-5-3 2-6-13 6-4-9 6-2-13 6-4-9 6xl2 MT20HS= Special NAILED NAILED 4.00 FIT 4 16 17 18 Scale = 1:47.1 NAILED NAILED NAILED 3x4 = NAILED NAILED 1.5x4 NAILED NAILED 3x8 = 519 20 21 22 6 23 24 25 7 3x4 = 4x4 NAILED NAILED NAILED3x5 = NAILED 4x8 = NAILED NAILED 3x5 I 3x8 - NAILED NAILED NAILED 013T4 6-11-0 7-0-0 13-4-9 19-7-7 z -u-u 0-T--4 6-7-12 0-1-0 6-4-9 6-2-13 6-4-9 Plate Offsets (X Y)-- [4 0-9-0 0-2-8] [8:0-2-12 0-1-8] [9:0-1-8 0-1-8] [11:0-2-0 0-1-8] [12:0-2-0 0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.14 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.26 9-11 >851 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) -0.01 12 rda n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 126lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins, 4-7: 2x4 SP 2250F 1.9E except end verticals. BOT CHORD 2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 8=1464/Mechanical, 12=2482/0-6-0, 2=29/0-3-8 Max Horz 2=150(LC 7) Max Uplift 8=-480(LC 5), 12=-792(LC 5), 2=-327(LC 25) Max Grav 8=1472(LC 18), 12=2482(LC 1), 2=246(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-336/987, 3-4=-373/1102, 4-5=-2251/713, 5-6=-2641/83116-7= 2641/831, 7- 8=-1309/536 BOT CHORD 2-12=-921/240, 11-12= 1141/384, 9-11=-738/2251 WEBS 3-12=-276/173, 4-12=-2142/845, 4-11=-1131/3575, 5-11=-937/535, 5-9=-161/440, 6- 9=-768/523, 7-9=-879/2702 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 8, 792 lb uplift at joint 12 and 327 lb uplift at joint 2. 9) " NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148" x3.25) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 239 lb up at 7- 0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 LOAD CASE(S) Standard MiTek USA, Inc. FL Cert 6834 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-4=-60, 4-7= 60, 8-13=-20 February 8,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1070372015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design Is based only upon parameters shown, and is for an Individual Wilding component not met amisssystem. Before use, The building designer muss verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent trickling of individual truss web and/or chord members only. Additional fernporary and permanent brcicing MiTek` Is always required for stabillly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177495 180041 RF01 Half Hip Girder 1 1 Job Reference o tional Manning Building Supplies, Apopka, f-L - 32iud, o. I ov 5 JCp I v - ••0 1 D:w593?I?AoHd7YvZeW ea314znc_S-quaDW kRJslh01J5FW YHy35i36zSzW SulVb82PwznF9p LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-157(B) 16=- 1 16(B) 18=- 1 16(B) 19=- 116(13) 20=- 1 16(B) 21 =- 1 16(B) 22=- 1 16(B) 23=- 1 16(B) 24=- 1 16(B) 25=- 122 (B) 26=-65(B) 27=-65(B) 65(B) 28=-65(B) 29=-65(B) 30=-65(B) 31=-65(B) 32=-65(B)33=-65(B) 34=-67(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design T arairrelersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracng WOW is always required for stability and to prevent collapse with possible personal tnJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPi t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177496 180041 RF02 Hip 1 1 Job Reference (optional) manning liuuoing buppues, HpopKa, rL - JZIUJ, 9-0-0 2-0-0 4-7-15 4x8 = 4.00 12 tl. IOU S Jep 15 ZU I I IVII ILK IIIUUSLIIeS, IPU. I nU reU 0 U`J:U4:4J eU I a rage 1 I D:w593?I?AoHd7YvZeW ea314znc_S-158bj3SydbptvTgR4FoBclFlrNgPF11 vkFubxMznF90 14-6-11 20-1-5 25-8-0 2G-0,-0 5-6-11 5-6-11 5-6-11 0-4-0 3x4 = 18 19 5 Scale = 1:47.4 1.5x4 II 3x4 = 6 20 7 N h 3x4 — 3x4 = 1.5x4 11 3x4 = 3x8 = 1.5x4 11 3x4 — 5-6-11 10.Edael. t4:0-5-4.0-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 9-10 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.08 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 13=1281/0-6-0, 8=687/Mechanical, 2=221/0-3-8 Max Horz 2=188(LC 11) Max Uplift 13= 419(LC 12), 8=-332(LC 9), 2= 166(LC 12) Max Grav 13=1281(LC 1), 8=692(LC 22), 2=221(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-217/367, 3-4=-394/645, 4-5=-962/487, 5-6=-946/461, 6-7=-946/461, 7-8=-637/353 BOT CHORD 2-13= 328/139, 9-10=-454/962 WEBS 3-13=-406/312, 4-13=-1196/611, 4-10=-430/950, 5-10=-343/261, 6-9= 360/312, 7-9=-489/1033 PLATES GRIP MT20 244/190 Weight: 134 Ito FT = 20 Structural wood sheathing directly applied or 5-6-1 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 13, 332 lb uplift at joint 8 and 166 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedry the applicability of design parameters and properly incorporate this design into 11'le overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iii MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury arid property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177497 180041 RF03 Hip 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:44 2018 Page 1 I D:w593? I?Ao Hd7YvZeW ea314znc_S-m Hh_xPSaNvxkXcFddyJQ8 W oRYnAg_VW 2zvd9 UpznF9n 2-0-0 6-7-9 11-0-0 17-4-0 23-8-0 26-0-0 2-0-0 6-7-9 4-4-7 6-4-0 6-4-0 2-4-0 4x8 = 1.5x4 II 4 17 18 6 19 48 = 20 6 3x4 Scale = 1:47A 3x4 = 3x4 — 1.5x4 I i 3x4 = 3x8 = 3x4 = 1.5x4 11 0 34 6-7-9 6- -0 11-0-0 17-4-0 23-8-0 26-0-0 0-3-4 6-4-5 0- -7 4-4-0 6-4-0 6-4-0 Plate Offsets (X Y)-- (4 0-5-4 0-2-01 (6:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 13-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.10 13-16 >818 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 8 rr/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 136 to FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=1154/0-6-0, 8=734/Mechanical, 2=301/0-3-8 Max Horz 2=197(LC 11) Max Uplift 13=-371(LC 12), 8=-305(LC 9), 2=-196(LC 12) Max Grav 13=1154(LC 1), 8=734(LC 1), 2=302(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-683/359, 4-5=-990/53115-6=-990/531, 6-7=-469/274, 7-8=-728/355 BOT CHORD 10-12=-323/588, 9-10— 238/417 WEBS 3-13=-1001/578, 3-12=-385/857, 4-12=-296/230, 4-10= 264/495, 5-10=-440/355, 6- 10=-306/675, 6-9=-449/319, 7-9=-334/699 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft B=45ft; L=261t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 11-0-0, Exterior(2) 11-0-0 to 25-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 13, 305 lb uplift at joint 8 and 196 lb uplift at joint 2. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ILAS Design valid for use only Wth MilekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not eters 1 atrusssystem. Before use, the building designer must verify the applicability of design paramand properly incorporate this design into the overall is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. Bracing Indicated prevent of is always required for stability and to prevent collapse with possible personal injury and ixoperly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety InformationavailablefromTrussPlateInstitute- 218 N. Lee Street. Sul le 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply The Greenwood T13177498 180041 RF04 Roof Special 7 1 Job Reference (optional) manning buuaing ouppiles, HpopKa, rL - JZ/UJ, 0. I ou 5 Jet/ 10 eu l I V11 I eK n uubtn CC' W. I I lu Feu 0 -V u — 10 6-7-9 6-7-9 I D:w593? I? 13-0-0 6-4-7 4x4 = 4 6-7-9 Scale = 1:46.1 3x4 = 1.5x4 11 3x8 =3x4 = 1.5x4 11 3x4 = 19-4-7 6-4-0 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.59 BC 0.61 WB 0.73 Malrix-MS DEFL. in Vert(LL) 0.10 Vert(CT) -0.17 Horz(CT) 0.02 loc) I/dell Lid 7-13 >999 360 7-13 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=718/Mechanical, 10=1246/0-6-0, 2=236/0-3-8 Max Horz 2=91(LC 11) Max Uplift 6=-242(LC 12), 10=-400(LC 12), 2=-178(LC 12) Max Grav 6=718(LC 1), 10=1246(LC 1), 2=292(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-125/410, 3-4=-725/349, 4-5=-724/343, 5-6=-1597/632 BOT CHORD 2-10=-329/175, 9-10=-329/175, 7-9=-527/1486, 6-7— 527/1486 WEBS 3-1 0=- 1080/515, 3-9— 342/1004, 5-9=-928/406, 5-7=0/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 13-0-0, Extedor(2) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 6, 400 lb uplift at joint 10 and 178 lb uplift at joint 2. N r70 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer musi verify 11 ie applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatk)n, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177499 180041 RF05 Hip 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MI I eK industries, Inc. Thu Feu 8 U9:u4:46 2018 Page 1 I D:w593? I? Ao Hd7YvZeW ea314znc_S-igpkM5U qvW B R mwP01 N Lu Extn6al mSOnLQD6FYhzn F91 2-0-0 6-2-10 11-0-0 15-0-0 19-9-6 26-0-0 2-0-0 6-2-10 4-9-6 4-0-0 4-9-6 6-2-10 Scale = 1:46.8 4x8 = 4x4 = 20 3x4 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x4 = 4-9-6 bN 15-0-0 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.16 9-11 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.28 11-12 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. lb/size) 7=1035/0-6-0, 2=1165/0-6-0 Max Horz 2=80(LC 11) Max Uplift 7_ 344(LC 12), 2=-476(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2555/1112, 3-4=-1920/90614-5=-1789/876, 5-6=-1925/887, 6-7=-2589/1108 BOT CHORD 2-12=-1003/2380, 11-12=-1003/2380, 9-11_ 713/1786, 8-9= 993/2425, 7-8= 993/2425 WEBS 3-11=-667/319, 4-11=-88/366, 5-9=-110/369, 6-9=-712/346 26- 0-0 PLATES GRIP MT20 244/190 Weight: 120 Ito FT = 20 Structural wood sheathing directly applied or 3-0-13 oc purlins. Rigid ceiling directly applied or 5-9-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 11-0-0, Exterior(2) 11-0-0 to 15-0-0, Interior(1) 19-2-15 to 26-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 Ito uplift at joint 7 and 476 lb uplift at joint 2. jT 0 Thomas A. Alberni PE No.39380 MiTek USA, Inc. FL Cart 6034 8904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wlth MITek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a In= system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177500 180041 RF06 Hip 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:47 2018 Page 1 I D:w593? I?AoH d7YvZe W ea314znc_S-AsN6ZR VSggJ I04_CJ 5s7m8Qw?_3kBuV Vftsp48zn F9k 2-0-0 4-4-10 9-0-0 17-0-0 2_t_7-6 26-0-0 28-0-0 2-0-0 4-4-10 4-7-6 8-0-0 4-7-6 4-4-10 2-0-0 Scale = 1:48.9 4x6 = 4.00 12 19 2021 22 4x8 = 3x5 3x8 = 3x4 = 3x4 = 3x5 9-0-0 17-0-0 26-0-0 9-0-0 8-0-0 9-0-0 Plate Offsets (X Y)-- (2 0-3-14 0-1-8) (5:0-5-4 0-2-41 i7:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.17 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.36 9-17 >872 240 BCLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 120 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. 4-5: 2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1160/0-6-0, 7=1160/0-6-0 Max Horz 2= 64(LC 10) Max Uplift 2=-471(LC 12), 7= 471(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2606/1203, 3-4=-2203/969, 4-5=-2065/969, 5-6=-2201/969, 6-7_ 2606/1202 BOT CHORD 2-11=-1045/2454, 9-11=-777/2063, 7-9=-1067/2454 WEBS 3-11=-422/301, 4-11=0/398, 5-9=0/398, 6-9=-424/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 9-0-0, Exterior(2) 9-0-0 to 21-2-15, Interior(1) 21-2-15 to 28-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471 lb uplift at joint 2 and 471 lb uplift at joint 7. Thomas A. Alhani PE No.39360 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. v Design valid for use only with MiTek® connectors. Ihis design is based only upon parameters shown• and is for an Individual building component, not a Ihms system. Before use., the building designer must verify the alA31icability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p TIYI) O W Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177501 180041 RF07 Hip Girder 1 1 Job Reference (optional) manning Building supplies, Apopka, FL - 32103, 8.13u s Sep lb Zul / MI I eK Industries, Inc. I nu ren 8 u9:u4:49 2U18 rage 1 I D:w593? I?Ao H d7YvZe W ea314znc_S-7FVt_7W i C RZOdOBbQ W vbrZV FMonU fk W n7B L W 9Ozn F9i 2-0-0 4-1-14 1 7-0-0 10-8-6 15-3-10 19-0-0 21-10-2 26-0-0 28-0-0 2-0-0 4-1-14 2-10-2 3-8-6 4-7-4 3-8-6 2-10-2 -- - 4-1-14 N 0 Special NAILED 4x6 4.00 12 NAILED 3x4 = 4 21 5 22 NAILED Special NAILED 3x4 = NAILED 4x6 = 23 624 25 7 26 2 / 13 28 12 29 4x8 = 3x8 = NAILED NAILED 3x4 = 6x12 MT20HS W8= 3x8 4x8 = Special NAILED NAILED NAILED Special Scale = 1:48.9 N 01c? o 7-0-0 13-0-0 19-0-0 26 0 =0 7-0-0 6-0-0 6-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.38 13 >826 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0,70 11-13 >443 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 124 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc puffins. 4-7: 2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. BOT CHORD 2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=2123/0-6-0, 9=2123/0-6-0 Max Horz 2= 52(LC 23) Max Uplift 2=-741(LC 8), 9=-741(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5544/1663, 3-4=-5360/1590, 4-5=-5149/1547, 5-6=-6332/1863, 6-7=-5149/1547, 7-8=-5360/1590, 8-9=-5544/1663 BOT CHORD 2-14=-1478/5216, 13-14=-1768/6169, 11-13=-1768/6169, 9-11=-1478/5216 WEBS 3-14=-269/221, 4-14— 254/1286, 5-14=-1272/455, 5-13=0/356, 6-13=0/356, 6-11=-1272/455, 7-11=-254/1286, 8-11=-270/221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 741 lb uplift at joint 9. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 236 lb up at 7-0-0, and 200 lb down and 236 ib up at 19-0-0 on top chord, and 359 lb down and 79 lb up at 7-0-0, and 359 lb down and 79 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Ceti 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-60, 4-7=-60, 7-10= 60, 15-18= 20 Date: February 8,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a In= system. Before use, the building designer must verify the applicability of design Ixlramelels and properly incorporate this design into the overall Bracing indicated is to buckling individual truss web and/or chord rnennbers only. Additional temporary and permanent bracing MiTek' building design. prevent of is always required for stability and to prevent collapse with Ixssihle personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and 8CSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply The Greenwood T13177501 180041 RF07 Hip Girder 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2011 MI I ek Industries, Inc. I hu Feb 8 U9:04:49 201 B Page 2 ID:w593?I?AOHd7YVZeWea3l4znC S-7FVt 7WiCRZOdO8bQWvbrZVFMonUfkWn7BLwgOznFgi LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-153(F) 7=-1 53(F) 14=-359(F) 13=-65(F) 11 =-359(F) 21 =-1 16(F) 22=-116(F)23= 116(F) 24=-1 16(F) 25=-1 16(F) 26=-65(F) 27=-65(F) 28=-65(F) 29=-65(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. lhls design Is based only upon parameleis shown, and Is for an Individual twllding component, not a miss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply The Greenwood T13177502 180041 RF08 Hip Girder 1 nG Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. I hu Feb 8 09:04:51 2018 Page 1 ID:w593?1?AoHd7YvZeWea314znc_S-3dcdPoYzk3pkthH_Yxx3w_aXDbTv7e94aVgODvznF9g 2-0-0 4-1-9 8-5-0 13-0-0 17-7-0 21-1 0-7 _ 26-0-0 22'4-1-9 4-3-6 4-7-0 + 4-7-0 4-3-6 4-1-9 0 4xi2 = 4x6 = 3x6 = 4x6 = 4.00 12 4 19 5 20 6 2x4 II 21 THD26 22 Z3 11 Z4 Zb 8x8 THD26 6x12 MT20HS = 8X8 = THD26 THD26 2x4 11 THD26 THD26 THD26 Scale = 1:46.5 Lb L/ 4XIL — THD26 2x4 I I THD26 THD26 4-1-9 8-5-0 13-0-0 17-7-0 21-10-7 26-0-0 4-1-9 4-3-6 4-7-0 4-7-0 4-3-6 4-1-9 Plate Offsets (X Y)-- 2 0-6-0 0-1-111 [4:0-3-0 0-2-4) [6 0-3-0 0-2-41 [8:0-6-0 0-1-11] 10:0-4-0 0-4-41 13:0-4-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.39 12 >800 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.63 10-12 >492 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.15 8 n/a rda BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 2891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP 225OF 1.9E 'Except` TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 8=5534/0-6-0, 2=4387/0-6-0 Max Horz 2=65(LC 24) Max Uplift 8=-2018(LC 8), 2=-1712(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12957/4762, 3-4= 12030/4549, 4-5=-11761/4479, 5-6=-11919/4448, 6-7=-12191/4517, 7-8=-15175/5564 BOT CHORD 2-14=-4471/12264, 13-14=-4471/12264, 12-13= 4810/ 13045, 10-12=-4810/13045, 9-10=-5241/14393, 8-9=-5241/14393 WEBS 3-14=-46/409, 3-13=-916/268, 4-13=-1281/3520, 5-13=-1635/602, 5-12=-447/1282, 5-1 0=-1 451/604, 6-1 0=-1 266/3571, 7-10=-2973/1102, 7-9= 487/1534 NOTES- 1) 2- ply truss to be connected together with 1 Od (0.131'•x3•') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0- 9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L= 26ft eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2018 lb uplift at joint 8 and 1712 lb uplift at joint 2. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 24-1 1-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 304 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply The Greenwood T13177502 180041 RF08 Hip Girder 1 nG Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, B.1 JU 6 5ep lb 2U1 t MI I eK InausirleS, Inc. I nu reD a uu:u4:bl eultf rage z ID:w593?1?AoHd7YvZeWea314znc_S-3dcdPoYzk3pkthH_Yxx3w_aXDbTv7e94aVgODvznF9g LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-8= 60, 2-8=-20 Concentrated Loads (lb) Vert: 12=-698(F) 10=-698(F) 16=-698(F) 21=-1452(F)22=-672(F) 23=-714(F)24=-698(F) 25=-698(F) 26=-698(F) 27=-698(F) Ail WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MilekA connectors. This design Is based only upon parameters shown. and Is for an Indlvidrlal building component, not - a inrss systern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and I1r1S5 systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177503 180041 RF09 Hip Girder 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:52 2018 Page 1 I D:w593? I?Ao H d7YvZeW ea314znc_S-XpA?c8ZbVMxbUrsA5eS ITC7g 1 ? p 1 s4M Ep9Zam LznFgf 2-0-0 4-5-3 7-0-0 11-0-0 15-0-0 19-0-0 L _ 21-6-13 26-0-0 28-0-0 2-0-02-6-13 4-0-0 4-0-0 4-0-0 2-6-13 4-5-3 2-0-0 Scale = 1:48.9 Special 4x6 = NAILED NAILED Special NAILED 3x4 = NAILED 3x4 = NAILED 46 = 4.00 F12 4 21 225 23 6 24 25 7 26 27 13 28 12 29 4x8 = 3x8 = NAILED NAILED 3x4 = 6x12 MT20HS W B = 3x8 4x8 = Special NAILED NAILED NAILED Special 7-0-0 13-0-0 19-0-0 26-0-0 7-0-0 6-0-0 6-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.41 13 761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.76 13-14 410 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 123lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=2123/0-6-0, 9=2123/0-6-0 Max Harz 2=-52(LC 23) Max Uplift 2=-741(LC 8), 9=-741(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5536/1658, 3-4=-5359/1593, 4-5=-5150/1548, 5-6=-6355/1877, 6-7=-5150/1548, 7-8= 5359/1593, 8-9=-5536/1658 BOT CHORD 2-14=-1472/5207, 13-14=-1774/6214, 11-13=-1774/6214, 9-11— 1472/5207 WEBS 3-14=-257/210, 4-14— 241/1266, 5-14=-1294/449, 5-13=0/333, 6-13=0/333, 6-11=-1294/449, 7-11= 241/1266, 8-11= 258/210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 741 lb uplift at joint 9. 8) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 236 lb up at 7-0-0, and 200 lb down and 236 lb up at 19-0-0 on top chord, and 359 lb down and 79 lb up at 7-0-0, and 359 lb down and 79 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Atbani PE No.39380 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-4=-60, 4-7=-60, 7-10= 60, 15-18=-20 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MiTek6o connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before Use, the building designer must vedfy the applicability of design paFameleis and properly incorporate INS design into the overall Abuildingdesign. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply The Greenwood T13177503 180041 RF09 Hip Girder 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, u.13U s 5ep lb 2U1 I MI I eK Inaustries, Inc. i nu FeD ti u9:U4:b2 zuib rage 2 I D: w593?I? Ao Hd7YvZe W ea3l4znc_S-XpA?c8ZbVMxbU rsA5eS ITC7g 1 ?p 1 s4M Ep9Zam LznF9f LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-153(B) 7=-153(13)14=-359(B) 5=-116(B)13=-65(B) 6=-116(B)11=-359(B)21=-116(B)23=-116(B)25=-116(B)26= 65(B)27=-65(B)28= 65(B)29=-65(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. MAUs Design valid for use only with Mffek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not BEatrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate This design into the overall ss building design. Bracing indicated is to prevent bxrckling of Individual truss web and/or chord members only. Additional temporary and permanent Ixacing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPi I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available iron) Truss Plate Instilule, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177504 180041 VTOL Valley 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:53 2018 Page 1 I D:w593? I?Ao Hd7YvZe W ea314znc_S-?OkNq UZDGg3S6? RMfLzXOPg4hPJ NbeyN 1 pJ 71nznF9e 2-1-8 2-1-8 2x4 4,00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=47/2-0-12, 2=36/2-0-12, 3=12/2-0-12 Max Horz 1=19(LC 12) Max Uplift 1=-13(LC 12), 2=-25(LC 12) Max Grav 1=47(LC 1), 2=36(LC 1), 3=24(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.3 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1 and 25 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek(b connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stalAilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, SUite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177505 180041 VT02 Valley 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:54 2018 Page 1 I D:w593? I?AoHd7YvZe W ea314znc_S-TC I m1 qar 1 _BJ k90YD3U mYdCD_peAK5C W GS2hq EznF9d 4-1-8 4-1-8 ad 0 2x4 1.5x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Inr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. ( lb/size) 1=122/4-0-12, 3=122/4-0-12 Max Horz 1=58(LC 9) Max Uplift 1=-39(LC 12), 3=-43(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20 Structural wood sheathing directly applied or 4-1-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ito uplift at joint 1 and 43 lb uplift at joint 3. Thomas A. Albani PE N09380 MiTek USA, Inc. FL Cart 6634 89U Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTekfo connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not rat atrusssystem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bfacing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177506 180041 VT03 Valley 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, va 0 2x4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:54 2018 Page 1 ID:w593?I?AoHd7YvZeW ea314znc_S-TClml garl _BJk90YD3UmYdC7npbtK5CW GS2hgEznFgd 1-8 1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=202/6-0-12, 3=202/6-0-12 Max Horz 1=96(LC 9) Max Uplift 1=-65(LC 12), 3=-71(LC 12) FORCES. (lb) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown. Scale = 1:13.8 1.5x4 11 2 1.5x4 = PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 5-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1 and 71 lb uplift at joint 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Data: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 101=015 BEFORE USE. ft Design valid for use only with MiTekr9 connectors. This design Is based only upon parameters shown. and Is for an IndlVldrlal building component, notraON EMS a hues system. Before use, the building designer must verify the applicablity of design parameters and properly incorporate this design into the ovell iii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply The Greenwood T13177507 180041 VT04 Valley 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, 8.130 s Sep 15 2011 MI I eK Industries, Inc. I nu 1-eb 8 09:04:bb Gut B rage 1 I D:w593? I?AoHd7YvZeW ea314znc_S-xOsBFAbTo HJ ALJbinm?? 5glOdC_53YegV6o E N gznF9c 4-7-7 8-1-8 4-7-7 3-6-0 a 0 1.5x4 II 3 5 4 2x4 1.5x4 1.5x4 = Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a rl/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0,05 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=114/8-0-12, 4=97/8-0-12, 5=352/8-0-12 Max Harz 1=134(LC 9) Max Uplift 1=-23(LC 12), 4= 30(LC 9), 5=-141(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-264/297 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24fh eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 7-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ito uplift at joint 1, 30 Ito uplift at joint 4 and 141 Ito uplift at joint 5. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. Tlds design is based only upon parameters shown, and is for an individual Wilding component, not a fuss system. Before rise, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i Welk" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and aCSI Building Component Tampa, FL 334510 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply The Greenwood T13177508 180041 VT05 Valley 1 1 Job Reference (optional) Manning Building Supplies, Apopka, FL - 32703, v0 0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 8 09:04:56 2018 Page 1 I D:w593? I?Ao Hd7YvZe W ea314znc_S-QbQ W S W c5ZbR 1 zTAxKUXEd21YGcKHo_wpkmXnv6znFgb 8-6-8 10-1-8 3-11-1 1-7-0 4x4 = 1.5x4 II 4 7 6 5 2x4 1.5x4 II 1.5x4 II 1.Sx4 11 Scale = 1:19.0 0-0-12 4-7-7 8-6-8 10-1-8 0-0212 4-6-11 3-11-1 1-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 10-0-12. lb) - Max Horz 1=145(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 7=-148(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=363(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-269/278 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 8-6-8, Exterior(2) 8-6-8 to 9-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=lb) 7=148. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa Fl. 33610 Date: February 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syste. Before use, the building designer must verify the applicability of design parameters and pi incor xxato. this design into Ilze overall mpe building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply The Greenwood T13177509 180041 VT06 Valley 1 1 Job Reference (optional) Manning tlWiaing Supplies, Apopka, I-L - 32/U3, 4-7-6 r 4-7-6 a0 0 8.13u s aep 1b 2u1 / MI I eK Inaustries, Inc. I nu Feo 6 Uy:u4:b/ 2U18 F'age 1 I D:w593? 1? AoHd7YvZe W ea314znc_S-un_ufsckKvZubcl7uB2TAFgk80gaXR DzyQH LRYzn F9a 4x4 = 10 Scale = 1:20.7 1.5x4 11 4 7 6 5 3x4 5 1.5x4 II 1.Sx4 11 t.Sx4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 12-0-12. lb) - Max Horz 1=145(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-146(LC 12), 6= 101(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=357(LC 1), 6=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7— 265/262 12-1-8 3-7-0 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 8-6-8, Exterior(2) 8-6-8 to 11-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=1b) 7=146, 6=101. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2018 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOIO O15 BEFORE USE. s Design valid for use only with MlTekrD connectors. This design is based only upon parameters shown, and is for an Individual building component, not a firm system. Before use, the building designer must verify the applicability of design parameters and piopeiiy incoipoiate this design into the overall YYY building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional teml:,orary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14_ t3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/, d' I- For4 x 2 orientation, locate plates 0-1/1 ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/ TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB- 89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6- 4-8 dimensions shown in ff-in-sixteenths Drawings not to scale) 2 TOP CHORDS o Cl - 2 C2-3 WEBS A 7a- O C7- 8 C6-7 BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/ LETTERS. PRODUCT CODE APPROVALS ICC- ES Reports: ESR- 1311, ESR-1352, ESR1988 ER- 3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/6attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/ TPI 1 Quality Criteria. May 24, 2012 1 Standard Gable End Detail I ST-GE140-SP LJL—Ja O 00 0 00 a MiTek USA, Inc. DIAGONAL BRACE Typical x4 L-Brace Nailed To 2x Verticals W/10d Nails, 6" o.c. Vertical Stud k ""z SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 QVaries to Common Truss MiTek USA, Inc. Page 1 of 2 Vertical Stud 4) - 16d Common Wire Nails DIAGONAL RACE 16d Common Wire Nails Spaced 6" o.c. 2) - 10d Common 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals SECTION A -A w/(4)-10d Common Nails 2x4 Stud SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - led COMMON WIRE NAILS. 3x4 = 4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 1k - Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B 2a" Max Roof Sheathi NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. Diag. BraceREFERTOSECTIONA -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. It needed9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. End Wall Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 3-10-2 4-1-9 5-10-2 7-2-15 11-6-6 2x4 SP No. 3 / Stu 16" O.C. 3-5-11 3-6-15 5-0-11 6-11-6 10-5-1 2x4 SP No. 3/Stu 24" O.C. 2-10-1 2-11-1 4-1-9 1 5-8-1 8-6-2 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in D.C., with 3in minimum end distance. Brace must cover 90 % of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 140 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADD CONNECTION OF BRACING IS BASED ON MWFRS. 2) - 10d NAILS Truss @ 24" o.c. DIANAL BRACE SPACED 48" O.C. X'6 TTACHGOED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. HORIZONTAL BRACE SEE SECTION A -A) FEBRUARY 14, 2012 1 Standard Gable End Detail I SHEET 2 JaLJ a o0 O 00 a MiTek USA, Inc. MiTek USA, Inc. Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Truss HORIZONTAL BRACE SEE SECTION A -A) Roof Sheathing— \ @ 24" ox. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR TOTHEPROJECTENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAIL DIAGONAL BRACENAILSCEILINGDIAPHRAGMANDITSATTACHMENTTOTHE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS a 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1 /3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - 10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-ALT TRUSS CONNECTION DETAIL 7-1 C I`L V---BOO U/ oIIIIILLoJJIIf LU- a o0 a MiTek USA, Inc. PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0.131" X 3.5" TOE NAILED. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. 2 X X 4'-0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It FOR WIND SPEED IN THE RANGE 126 MPH - 160 MPH ADD 9" x 9" x 112" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT48" O.C. OR LESS. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 11 VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES FV7 O 00 a o0 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER Off NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: 1\ L=(2)X+C L 10d NAI 10d NAI THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. March 4, 2013 LATERAL TOE -NAIL DETAIL ST-TOENAIL SP 00 ® MiTek USA, Inc. Page 1 of 1 NOTES: TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S 0 131 88.0 80.6 69.9 68.4 59.7 p 135 93.5 85.6 74.2 72.6 63.4 J n 162 108.8 99.6 86.4 84.5 73.8 ri z 128 74.2 67.9 58.9 57.6 50.3 0 131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED EXAMPLE: 3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30 ° TO 60 ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW 2x6) 3 NAILS NEAR SIDE NEARSIDE NEAR SIDE ANGLE MAY VARY FROM 30 *TO 60 ° 45.00 ° FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI L laa ® MiTek USA, Inc. 0 0o RIDGE BOARD GABLE END, COMMON TRUSS 0 00 ( SEE NOTE #6) OR GIRDER TRUSS a a MiTek USA, Inc. / I li ii a II n II n u i ii VALLEY PLATE it I li ( SEE NOTE #4 ) I h POST 11 VALLEY RAFTERS I ( SEE NOTE #8 ) SEE NOTE 2) PLAN DRAWING I-L/11V 0C:%a I IVIV GENERAL SPECIFICATIONS I f VOJ I I 1 1I 1 POST ( 24" O.C.) GABLE END, COMMON TRUSS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X .131 ") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (T. X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131")TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X .131") TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (3.5" X .131") TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X .131 ") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. March 4, 2013 1 TRUSSED VALLEY SET DETAIL I ST-VALLEY SP 11 LJa a o0 O 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. . GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5" X 0.131 " = 16d 2. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 5. NAILING DONE PER NDS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 7. ALL LUMBER SPECIES TO BE SP. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS no 1--1-- WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH MAX MEAN ROOF HEIGHT = 30 FEET ATTACH 2x4 CONTINUOUS N0.2 SP ROOF PITCH = MINIMUM 3/12 MAXIMUM 10/12 TO THE ROOF W/ TWO 16d (0.131" X 3.5") NAILS CATEGORY II BUILDING INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES DETAIL A MAXIMUM 1" SHEATHING) N.T.S. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE Jaa a o0 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10' 0" 1610 1886 1886 2829 sa 3143 3143 4715 i 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1 150 1 473 1 473 20 21 k;r; 16'-0" 1006 1179 179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 u' 1886 1886 2829 3143 4715 20'-0" 805 943 943 1414 r•. j Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUIR ED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2o OF THE WEB FORCE. A OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-ad 0.131-x2.5') FOR 10 BRACES, 2-10d (0.131'x 3') FOR 2K3 and 20 BRACES, AND 3-10d (0.131'x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131-X2.5') NAILS FOR 10 LATERAL BRACES, 2-10d (0.131-)0-) NAILS FOR 20 and 20 LATERAL BRACES, AND 3-10d (0.131',3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. sbclndustry.com and — Ipinstorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24. O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER- Tai Iec annrinir. InicTnl nnnnl nI imc enin oonnl irr cocrla11-1— TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS SEE NOTE 4) March 4, 2013 T-BRACE / I -BRACE DETAIL ST - T-BRACE 0 00 a o0 a MiTek USA, Inc. Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T-Brace / I -Brace On Two-Ply's Nail to Both Plies) WE Nails Nails Web Nails I -Brace Nails MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1 x4 (') T-Brace 1 x4 (') I -Brace 2x6 1 x6 (") T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/1 Brace RECORD COPY SanfordCityof Building andAIM Prevention Permit # # 1 8- 1 1 2 4 Project Location Address Pod SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcq. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging or- Sliding tdvaC. LOSS Sectional Roll Up 0 Automatic Other 2. Windows Single Hung AAT W KA0 W4(S Ktotfiqll t76 To Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category/ Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits KIA 60A '" Lqk± 1, l Uf6 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles 6 r4s G©tom. Underla ments Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature _ Applicant's Name Please Print) 0- . &nancl June 2014 2/8/2018 Florida Building Code Online SCIS Home ;log In 1 User Registration [ Hot Topics f Submit Surcharge ; Stats & Facts Publications FBC Staff BCIS Site Map Unks E Search ba a Product Approval T USER: Public UserdIpr - Product AnDYOva[ Menu > Product or Application Search > Rppticatfan Kist > Application Detail FL # FL17676-R6 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 08/23/2017 08/30/2017 09/09/2017 Year 2008 hftps:IANww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGloOf5hOztlg2H%2foVzRwgOyMps%2fjjV2g%3d%3d 1/5 2/8/2018 Florida Building Code Online Summary of Products FL # Model, Number or Name Description W 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC(11355)C7327.01-109-47 - i.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R6 It Install - 3540 SH 36 x74 Fin.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 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 I Installation Instructions Other: LC-PG40. Units must be glazed in accordance with I FL17676 R6 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association j Created by Independent Third Party: I Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH ( 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC A3485.01.0f Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2019 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R6 II Install-- 3540 SH Fin 40x66.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 R6 C CAC APC 3540 Fin 44x63.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH Fin 44x63.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 R6 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2022 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. FL17676 R6 II Install - 3540 SH Fin 44x72.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.6 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC AP C(10816)C7324.01-109-47 - 6.adf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Installation Instructions FL17676 R6 II Install - 3540 SH Fin 44x84.adf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: hfps://www.floddabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGloDf5hOztlg2H%2foVzRwgOyMps%2fjjV2g%3d%3d 2/5 2/8/2018 Florida Building Code Online 17676.7 13540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 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 R6 II FL17676 R1 it Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 36x74.odF Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +35/-50 Other: LC-PG35 Installation Instructions FL17676 R6 II 08-01252B 7.pdf I Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports iFL17676 R6 AE 511854E 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 R6 C CAC APC 3540 FLS 36x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R6 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 13540 SH i 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ff Approved for use outside HVHZ: Yes FL17676 R6 C CAC APC 3540 FLS 44x72.pdf i Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R6 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511849E 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC 3540 FLS 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2022 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R6 II 08-013718 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 511988E 1371.12df Created by Independent Third Party: Yes 17676.12 f 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R6 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2022 Design Pressure: +35/-35 Other: R-PG35 Installation Instructions FL17676 R6 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 513015A 2269.pdf Created by Independent Third Party: Yes hftps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGloof5hOztlg2H%2foVzRwgOyMps%2fjjV2g%3d%3d 3/5 2/8/2018 Florida Building Code Online 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC(10818)C7325.01-109-47 - 13.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R6 II 08-02270A 13;pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 513016A 2270.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 R6 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 R6 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports j FL17676 R6 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH i 48x72 Fin Frame f Limits of Use Certification Agency Certificate —I Approved for use in HVHZ: No FL17676 R6 C CAC APC A2726.01.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/20/2019 Design Pressure: +35/-35 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R6 II Install Instructs - 3540 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: ASTM E1300-04. 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC(10817)C7327.01-109-47 - 16.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2022 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R6 II Install - 3540 SH CHS Fin 108x74.1?df Verified By: American Architectural Manufacturers AssociationASTME1300-04. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.17 3540 Twin Single Hung 73x71 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R6 C CAC APC F1902.01-109-47-RO 3540 SH.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 11/03/2020 Design Pressure: +35/-40 Installation Instructions f Other: R-PG35 FL17676 R6 II 08-02997 - Anchor Clio.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R6 AE 513853.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: hftps://www.floddabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGloOf5hOztlg2Hg/p2foVzRwgOyMpsg/o2fjjV2gg/o3dg/o3d 4/5 2/8/2018 Florida Building Code Online BCIS Home `= Log In I User Registration Hot Topics Submit Surcharge i` Stats & Facts Publications `: F6C Staff f BCIS site Map Unks Search bIt3 z Product Approval USER: Public User Product Approval Menu > product or Appliration Search > Application List > Application Detail FL # FL16054-R6 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL16054 R6 COT FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.flo6dabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgtFPmdYiNDWrzstAVpSoEMBaAI055VC%2fEBQOXd8MfZuKA°/a3d%3d 1/2 2/8/2018 Florida Building Code Online Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products 1 FL # Model, Number or Name Description I 16054.1 SERIES 420 OXXX SGD REINFORCED SERIES 420 OXXX SGD REINFORCED NON IMPACT (INTERIOR REINFORCEMENT) Limits of Use i Installation Instructions I Approved for use in HVHZ: No FL16054 R6 II 08-01830D.01' i Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes i Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R6 AE 512517D.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.2 SERIES 420 OXXX SGD REINFORCED SERIES 420 OXXX SGD REINFORCED NON IMPACT (INTERIOR j AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL16054 R6 II 06-01831D.pdf i Verified By: Luis Roberto Lomas 62514 1 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A j Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R6 AE 512518D.odf PRESSURE RATINGS. i Created by Independent Third Party: Yes 16054.3 — SERIES 440 OXXX SGD REINFORCED SERIES 440 OXXX SGD REINFORCED NON -IMPACT (INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 R6 II 08-01885D.Ddf j j Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 II Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R6 AE 512577D adf Created by Independent Third Party: YesPRESSURERATINGS. 16054.4 SERIES 440 OXXX SGD REINFORCEDTSERIES 440 OXXX SGD REINFORCED NON -IMPACT (INTERIOR i REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 R6 II 08-01886D.Ddf i 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 FL16054 R6 AE 5125780.pdf PRESSURE RATINGS. Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer, Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 45S, F.S., please click here . Product Approval Accepts: 210 o Credit Card Safe https://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtFPmdYNDWrzstAVpSoEMBaAI055VCg/*2fEBOOXd8MfZuKA%3d`/o3d 2/2 NOTES: i. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2, WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING 15 THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1,6 WAS USED FOR WOOD ANCHOR CALCULATIONS, 5. FRAME MATERIAL: ALUMINUM 5063-T5. 6. UNITS MUST BE GLAZED PER ASTM E 1300-04. WITH SAFETY GLASS. 7, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE, OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE S 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" MWIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND AT'NCHORS 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). 15. APPROVED CONFIGURATIONS: OX. XO, XIIX, XIP, PIX, PIIX, XIIP, PIkIX, XIIIP. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION t I NOTES 2 I ELEVATION AND ANCHORING 3— 9 ; INSTALLATION DETAILS REWSIONS DESCRiPTON DATE aPPAOVED REVISED REINFORCEMENTS 05/10/13 R.L. ADDED FLANGE INSTALLATIONS 1 12/09/13 R.L. REVISED INSTALLATION DETAILS ( t0/13fi5 R.L. SIGNED: 1012912015 MI WINDOWS AND DOORS, LLC tt1t11frrrff 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 R. Lpi J.4-GENS SERIES 440 XIIX SGD REINFORCED NON - IMPACT ir• 0, 51 *- NOTES TAT E OF: re . kipORA-. tiD. 188sGid/yAlO- ZE71 REV •i'r— `PLOR.44,. E NTS 08/ 13 OF 9 f7rrl f II I111 V WOOD FRAMING OR 2X BUCK - BY OTHERS APPROVED SEALANT H 10 WOOD SCREW EXTERIOR APPROVED SEALAN7 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT i 1 /4" MAX. SHIM SPACE INTERIOR n 10 WOOD SCREW D ILL TO BE SET 1 A BED OF PPROVED SEALANT 1 /4" MAX. SHIM SPACE MIN. VENT MIN. JISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTl.1 E2 f 12 1 3/8" MIN. EMBEDMENT 1 1/2 M EDGE DISTANCE 1 /4" MAX, FSHIM SPACE EXTERIOR APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS REVi5:ON5 OESCFa?TlON DATE I APVRowc REVISED REINFORCEMENTS 06/10/13 R.L, ADDED FLANGE INSTALLATIONS 12/09/13 R.L. REVISED INSTALLATION DETAILS 10/13/15 R.L. INTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7SO28 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLATION DETAILS DRnWl.: V.L. 08-01885 scrLe NTS DATE 01 /O8/ 13 ;HEFT 3 OF 9 SIGNED: 1012912015 METAL STRUCTURE BY OTHERS APPROVED SEALANT 3/4" MIN. 1 1 rnr_c DISTANCE 1/4" MAX. SHIM SPACE l- 3/4" MIN. OR EDGE DISTAN, LUNG L- 10 SIAS OR 10 St,M1S OR SELF DRILLING SELF DRILLING SCREY! SCREWS f SILL TO BE SET IN A BED OF APPROVED APPROVED SEALANT METAL SEALANT STRUCTURE 1/4" MAX. F SHItt SPACE BY OTHERS M E7t STRUCTUF BY OTHEF 3/4" tAIN. VERTICAL CROSS SECTION EDGE DISTANCE METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOVIN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 7—AsIONS O_SCRPTION DATE I PPROVED REVISED REINFORCEMENTS 05/10/13 R.L. ADDED FLANGE INSTALLATIONS 12/09/13 R.L. REVISED INSTALLATION DETAILS 10/13/15 I R.L SEALANT v JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012912015 MI WINDOWS LLCLAKESIANDDEPARKWAY FLOWER MOUND, TX 75028 0 SERIES 440 XIIX SGD REINFORCED tic• 0,26 yr NON - IMPACT INSTALLATION DETAILS TM O w.= vRAW:,: 06G NO. REv C P •A ii FSs OR50V.L. 08-01885 C aG,\ i// 01NA,1E`` SCALE NTS DATE 01/08/13 SHEET4 OF 9 CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 APPROVED SEALANT 3/16" TAPCON 3/16" TAPCON APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOVIN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I-' MIN. DISTANCE MIN. AENT 1 1/4" MIN. EMBEDMENT 2 1 /2" MIN. EDGE DISTANCE t V v 0 BE SET 3ED OF VIED SEALANT 1/4" MAX. HIM SPACE MIN. RENT MIN. LUUL uISTANCE r}/ t" MAX. SHIM SPACE 3/16" TAPCON R"SIONS OESCRIPMON Oztc aP7ROVF0 REVISED REINFORCEMENTS 06/10/13 R.L ADDED FLANGE INSTALLATIONS 12/09/13 R.L. REVISED INSTALLATION DETAILS t0/t3/75 R.L. EXTERIOR INTERIOR APPROVED SEALANT OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEIMASONRY INSTALLATION SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLATION DETAILS oRAwN, OWG NO. V.L. O818851DATEof /08/ 1ET 5 OF 9 SIGNED: 1012912015 1P,11 I I L107 4\CENSF qiP Qr TATE OF ; w TEV 'OF•;[pRtOQ;• -A C i`/S /;ONA' E\ MIN, STANCE WOOD FRAMINL OR 2X 6UCM BY OTHER! MIN ENT APPROVED SEALANT 10 WOOD SCREW EXTERIOR II II II II II II II II INTERIOR 1 " /o "." EN 1 /2' EDGE I N 10 We SCf I.... I I 10 WOOD SCREW Y100D FRAN OR 2X BI SILL TO BE SET BY OTH II IN A BED OF I ' APPROVED SEALANT APPROVED SEALANT 1/4" MAX. 1' 1 r SHIM SPACE WOOD FRAMING OR 2X BUCK 1 318MIN BY OTHERS EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTA1 E2112 RE\55IOti5 REV DESCR- 101, DATE I APPRO`TO A REVISED REINFORCEMENTS 06/10/13 R.L. 6 ADDED FLANGE INSTALLATIONS 12/09/13 R.L. C I REVISED INSTALLATION DETAILS 10/13/15 R.L. SEALANT V JAMU INS IALLA I IUN UI= IAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON, - IMPACT FLANGE INSTALLATION DETAILS ORAH:v: D'NC N0. V.L. 08-01885 E NTS DATE 01/08/13 J5HEF6 OF 9 SIGNED: 1012912015 4O T REv fis;.' tG0R104: 0 , i/%NALIEN` METAL STRUCTURE BY OTHERS APPROVED SEALANT APPROVED SEALANT MET STRUCTU' BY OTHEi 3/4" MIN,-- I -EDGE DISTANCE 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARtTy 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE DESIGNED INACCORDANCE WITH ASTtJ E2112 TF— 3/4 MIN EDGE IS OR DISTANCE RILLING MS OR 10 SMS OR DRILLING SELF DRILLING y SCREWS SILL TO BE SET IN A BED OF APPROVED SEALANT METAL 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS I 3/4" MIN. EDGE DISTANCE R[VIS30N5 REV OESCRIPiION W,E PROVED A REVISED REINFORCEMENTS 05/10/T3 R. L, 3 ADDED FLANGE INSTALLATIONS 12/09/73 R.L. C _...REVISED INSTALLATION DETAILS 10/l3/1-9 ( R.L. sEn nUT u JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION Mil WINDOWS AND DOORS, LLC 1400 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS DRAWN: OWG ND. V.L. 08-01885 NTSI'll 01/08/13 SH-7 OF 9 SIGNED: 1012912015 s Ri I lLt0 y\CEAt 9J STTAA! 0 2 1/2" ttX I EDGE DISTANCE CONCRETE/MASONRY • — BY OTHERS - a G 1 c } 1/4" MIN_ OPTIONAL IX BUCK - ` c EMBEDMENT TO BE PROPERLY 1 1/4" SECURED — EMBEDMENT SEE NOTE 3 SHEET i'- t ! MAX. 2 1/2" n APPROVED j SHIM MIN. a SEALANT E f SPACE EDGE °• TTT G DISTANCE 3/16" TAPCON EXTERIOR INTERIOR SILL TO BE SET F IN A BED OF S a 9 1 APPROVED SEALANT ° 3/15' TAPCON f h APPROVED SEALANT I I I t l I OPTIONAL IX BUCK I 1/4" MAX. TO BE. PROPERLY i SHIM SPACE SECURED SEE NOTE 3 SHEET i CONCRETE/MASONRY BY OTHERS • • ' • • 7 1/4" EVINLNTo° EMBEDMENT c ` a • i 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 REIRSMNS REV OESCRIRTIO. WE A -PROVED A I REVISED REINFORCEMENTS 1 05/10/13 R.L. 3 ADDED FLANGE. INSTALLATIONS 12/09/13 R.L. C REVISED INSTALLATION DETAILS ,0/13/15 R.L. 1 /4" MAX. SHIM SPACE INTERIOR 3/16" TAPCON EXTERIOR APPROVED SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETFIMASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 CONCRE_ i E/MASONRY BY OTHERS MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75025 SERIES 440 XIIX SGD REINFORCED NON — IMPACT F;ANGE INSTALLATION DETAILS ORAWN- OWG NO. V.L. 08-01885 SCALE NTS Pat£ 01/08/13 s"E£T8 OF 9 SIGNED: 1012912015 RI iLlorf i` p TAT',4 SS/aNa 1 aG\S` 1/2" MIN. E DISTANCE INTERIOR TRIM i 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCRES`! EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCIOWOOD FRAMING 3/4" MIN. METAL STRUCTURE EDGE DISTANCE BY OTHERS TRIM HOOK STRIP — J f SCR SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 5/8" MIN. EDGE DIST. TRIM MASONRY/CONCRETE BY OTHERS HOOK STRIP — REVISIONS AEY oEscRiPnoN DATE .t'RROIEO A REVISED REINFORCEMENTS O6/10/ i 3 R.L. 8 ADDED FLANGE INSTALLATIONS t2/09/t3 R.L. C REVISED INSTALLATION DETAILS 10/13/15 1 R.L. 6 d 1 1/4" tZIN. EMBEDMENT iX BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED illll !h 3/16" EXTERIOR — HOOK STRIP INSTALLATION MASONRY/CONCRETE NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PER114ETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 PANEL INTERLOCK MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLATION DETAILS DRAWN: DWG NO- V.L. 08-01885 SCALE NTS ID0.TE 01/OB/13 S"EACr9 OF 9 SIGNED: 1012912015 tR i IL GENSFgiP 0,,Ei 61 *= T((A{TlccE OF ; RLV y. • FlOR1 A. $\ C 11// SvOryq„G N1UPLU1b' f a lC7 Lli 1 f ui 2 L 1(01V"p){o .y Florida Department ' BCIS Home Log In User Registration Hot Topics Busines.Y? Professibnal ProductulicUserApproval Regulation i-londa doming Code unune t x a I q i I a <I.._'.4iy t! .7 sJL.1 le?I_F_(I• ,;, •af.L1''-..'. Submit Surcharge Stats & Fads Publications FBC Staff BCIS Site Map Links Search Product Approval Menu > Product or Application Search > Application List > Application Detail Wk a 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 Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FLS508-R7 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Masonite International 1955 Powis Road West Chicago, IL 60185 615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute Sta nda rd TAS 202 Method 1 Option A O6/01/2015 O6/03/2015 06/06/2015 Year 1994 httpsJlfloridabL iIding.org/pr/pr app dU.aspx?param=wGEVXQwtDgt2gTjjKEqbCBsbA7oJHk450RG2kJE6Fcfop/`3d 113 311012016 ` Florida bullcling Uocle Unnne aUmniGly U1 rrUUULAb I FL* I Model, Number or Name I Description 5508.1 Flush Glazed Fiberglass Side -Hinged 6'-8" Glazed VS Double Door w/ or w/o Sidelites Door Units Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50.5/-55.0 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 6'-8" max nominal size. When impact resistance is required, hurricane protective system is required. See anchor detail DWG-MA-FLO140-05 for additional information. Certification Agency Certificate FL5508 R7 C CAC NT006221.01.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL5508 R7 II FL0140.odf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL5508 R7 AE 502B.odf Created by Independent Third Party: Yes 5508.2 Flush Glazed Fiberglass Side -Hinged 6'-8" Glazed O/S Double Door w/ or w/o Sidelites Door Units Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55.0/-55.0 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 6'-8" max nominal size. When impact resistance is required, hurricane protective system is required. See anchor detail DWG-MA-FLO140-05 for additional information. Certification Agency Certificate FL5508 R7 C CAC NI006221.01.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL5508 R7 II FL0140.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL5508 R7 AE 502B.odf Created by Independent Third Party: Yes 5508.3 I Flush Glazed Fiberglass Side -Hinged 18'-0" Glazed I/S Double Door w/ or w/o Sidelites Door Units Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +43.0/-45.0 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 8'-0" max nominal size. When impact resistance is required, hurricane protective system is required. See anchor detail DWG-MA-FLO141-05 for additional information. Certification Agency Certificate FL5508 R7 C CAC NI006221.02.Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL5508 R7 IT FL0141.Ddf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL5508 R7 AE 501B.odf Created by Independent Third Party: Yes 5508.4 Flush Glazed Fiberglass Side -Hinged 8'-0" Glazed O/S Double Door w/ or w/o Sidelites Door Units Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +47.0/-40.0 other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 8'-0" max nominal size. When impact resistance is required, hurricane protective system is required. See anchor detail DWG-MA-FLO141-05 for additional information. Certification Agency Certificate FL5508 R7 C CAC NI006221 02 1df Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL5508 R7 11 FL0141.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL5508 R7 AE 501B.adf Created by Independent Third Party: Yes Back Neut 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 If they have one. The emails provided may be used for offlclai 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 https:t/floridabuilding.orgfprlpr app 00.aspx?param=wGEVXQwtDgt2g7jKEgbCBsbA7oJHk450RG2kJEBFcfo%3d 213 Y I V14U 10' rionaa umaing uoue unine 455, F.S., please click here . Product Approval Accepts: W1 M 99 m Crvddit i —rjl Im F..E hftpsJlfloridabuilding.orglprlpr_app_A.aspx?param=wGEVXQwtDqt2q7jKEqbCBsbA7oJHk45ORG2kJE6Fcfo%3d 313 a SIDE -HINGED FIBERGLASS DOOR UNIT 6'-0" FLUSH GLAZED DOUBLE DOOR WITH / WITHOUT SIDELITES 149* MIX OVERALL FP.AV- wfOTH Z Q T= tn cc 5 Ct Z O GRAC-NOTES Q _. i. EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE C.7 12E REQUIREMENTS AS DETERMINED BY ASCE 7. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, Z DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 4O . co 2. HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS REQUIRED. „gLjj 3. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84, C. PLASTICS TESTING OF -FIBERGLASS FACING: x TEST DESCRIPTION DESIGNATION RESULT n I a. J 5. PLASTICS TESTING OF LITE FRAME t,DaTERW..: TEST DESCRIPTION DESIGNATION RESULT ' 31 d e: o 00 a a COMPARATIVE TENSILE STRENGTH AFTER WEATHERING 4500 HOURS XENON ARC METHOD t to m 3 r DOUBLE INSWING UNFT W/GIDELIT _ - N m CBIhiF3 dfiN3: N-V0041LI D99 2 cu W aQQ aln N o 00 U I7y0 ElQQ vtoC3 W Li Li L—j i i L—i Li 11 IE 000cj SINGLE D„QO TNIT DOUBLEDOOR UNIT SINGLE DOOR UNIT ,SINGLE DOOR UNIT SINGLE DOOR UNR W SID R t DOUBLE DOOR UNIT W/SIDEL WITH SIDELITE WJTH ID 17 v m 6 2 DATE: 9 15 05 Zr N.T.S. DWO. SY: SIMS CKK. 8r: KLIR7 @ALTHAZOR DFIA%ING fa; FLORIDA P.E. Dwc-MA-aat47-O5 High Dam Threshold Design #56533 sHEV 1 OF 3 TABLE OF CONTENTS SELF IGNITION TEMP ASiM 07929 752 'F > 65p 'f RATE OF BURNING ASTM D635 0.5fi IN MIN SMOKE DENSITY ASTM D2843 53.4X TENSILE STRENGTH' ASTM 063fl 3.2X DIFF SELF IGNITION TEMP ASTM 01929 96a 'F > 650 'F RATE OF BURNING ASTM D635 0.98 IN MIN SMOKE DENSITY ASTM D2843 59.17. TENSILE STRENGTH- ASTM D790 9.i5Z DIFF 1 SHEET DESCRIPTION t TYPICAL ELEVATIONS Er GENERAL NOTES 2 ANCHORING LOCATIONS h DETAILS 3 ANCHORING LOCATIONS do DETAILS 25" MAX 36.375" MAX. 0.L.4. PANEL WIDTH 37.5' MAX. yy AS A I FRAME WIDTH I d J rn o t DESIGN PRESSURE RATING WATER PENETRATION TEST PRESSURE CONFIG MAX WIDTH INSWING OUTSWING INSWING OUTSWING OUTSWING• X 37.5 43.0 45.0 47A 40.0 25.0 25. 0a44D.00 40.0XX74+43.0-45,p+4.0 40 25.0 25.0 OX orXO 75+43.0 45.0+47.0-40.0 iE000,11 25.0 25.0 4. OXO 772.0-45.0+47.0-40.0 25.0 25.0 4.0OXXO14+43.-45.0+47.0-40.0 25.0 25.0 40.0 EE DE 6' SEE DETAIL 3 6" E" i A'_I V—. zr _ 3 c ' 3 6' 6" 6" 3^ in 0w a a J J O WKO UL 6' 6" 14 6" 1 1 1 1 3' L 3-11-1LJ L— 3" C 3" 16" SEE DETAIL 6 10 x 2" 10 x 5/8" 10 x 1" 10 x 2" 10 x i„ 10 x 5/8" DETAIL "C" DETAIL "D" is SEE DETA D' ALUM, STEEL OR BUTYL SPACER DOW 832 ` DOW 832 OR EQUAL —' OR EQUAL s,ct nmae TYPICAL GLAZING DETAIL 8 x 2-1/2" ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH THE THRESHOLD & INTO THE STRUCTURE DEEP ENOUGH DETAIL °E" ASTRAGAL FOR A 1.375" THROW ATTACH ASTRAGAL RETAINER BOLT TAl "F" ASTRAGAL STRIKE PLATE TO FRAME AS SHOWN. A6*4Vn IO NAM G or1F1o: NZOo62t 1-XI/2- CORRUGATED j11 DX2- WOOD SCREW 3" FROM EACH END 6" FROM EACH END AND 7" OC AND 12" OC ACRYLICLATEXCAULK ACRYLICLATEXCAULK CL t COMBINATION COMBINATION MULLION (BOXED) MULLION (BOXED) rc Ln c4 Q J J O I 9: O a- s ti In U O V SEE DETAIL 2t40 DOSCREWS^ EACH END m COMPOSITE MULLION (INTEGRAL) aTE:91505 CALc: N.T.S. on. BY: SVIS CHX, wl. RA*Wr N .: DWO-MA-FLO141-05 SHEET 2 cf 3 Aft(dlmtoRW SEE DETAIL ITN:HSOo6t" eslered B SEE DETA C" SHT. F" SHT. 2 ATTACHMENT DETAIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY LUIS R. LOAAS, PE FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE 10 WOOD SCREWS OR 1/4" TAPCONS. A PHYSICAL SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2", WOOD SCREW EDGE DISTANCE MIN 3/4". T- io N DETAIL SHT. 2 6" 6' 1 1 I 3" 3'j WV N I i I J 0w o B B s 3' 3' 6. 3 ~ 6" 3: 6' L 3-' 1.25' MIN Mom" SHIM CL —I I — a TYPICAL MASONRY ANCHOR INSTALLATION 2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE MINIMUM EMBEDMENT OF 1-1 /4". 3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO STRUCTURE. 4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. 750 . MIN _ 0.25" MAX CL —I — wl TYPICAL WOOD BUCK ANCHOR INSTALLATION HARnWARF Qf HFni u F 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED AT 10-1/2" CENTERLINE. 10. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED AT 5-1/2" CENTERLINE WITH 8" GRADE 1 (ANSI/BHMA A156.16) SURFACE BOLTS INSTALLED ON LATCH SIDE OF ACTIVE DOOR PANEL - (1) AT TOP AND (1) AT BOTTOM. 2. 4" X 4" FULL MORTISE BUTT HINGES. 1 0.962- 1 1.37 T 1.75" 1.047- - INSWING THRESHOLD OUTSWING THRESHOLD HIGH DAM 0/S Ln CL 03 O Z O CC -zg: QO Ln U LU O V) LU N.T.S. swS BY: NG NO.: LEI- RO t s t 3 of 3 2/8/2018 Florida Building Code Online w. + f E tr ` a i$ , . i j Ex =s '' tl,;, BCIS Home i Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Stall t BCIS Site Map Links search' Florida Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15333-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE r Validation Checklist - Hardcopy Received Certificate of Independence FL15333 R2 COI FLCOI.Ddf Referenced Standard and Year (of Standard) Standard Year AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.5.3 2014 Equivalence of Product Standards Certified By Sections from the Code hfps:/lwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWieU6tNFOgoUTrMcDZ°/`2bh5xdKbMrOFG7uugA%3d°/`3d 1/3 2/8/2018 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Method 1 Option D 06/19/2015 06/29/2015 07/05/2015 08/19/2015 FL # Model, Number or Name Description 15333.1 1 1/8" x 4" STRUCTURAL MULLION 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL HORIZONTAL I Limits of Use i Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08-00907C.odf j Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FL15333 RZ AE 511458C.odf Created by Independent Third Party: Yes 15333.2 I VERTICAL STRUCTURAL MULLION 1 1/8" x 4" STRUCTURAL MULLION VERTICAL Limits of Use ) Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00906C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FL15333 R2 AE 511457C.odf Created by Independent Third Party: Yes 15333.3 I MULLION 5348 HORIZONTAL 1442 N 5348 HORIZONTAL MULLION SINGLE WITH Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00138D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design EvaluationPressure: N/A I Reports ent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510219D.od PRESSURERATINGSCreated by Independent f 15333. 4 F14 2, 1448, 5348 AND 5548 1442, 1448, 5348 AND 5548 VERTICAL MULLION ERTICAL MULLION Limits of Use Installation Instructions__ Approved for use in HVHZ: No FL15333 R2 II 08-00139D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510220D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.5 1445 I, 1447, 5347 MULLAND ION554744TH TRANSOM 7 AND 5547 HORIZONTAL MULLION SINGLE Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00140D.pdf f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510221D.odf PRESSURE RATINGS Created by Independent Third Party: Yes j 15333.6 1445, 1447, 5347 AND I HORIZONTALMULLION5547 ' 44TH TRANSOM 7 AND 5547 HORIZONTAL MULLION TWIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00141D.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510222D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.7 11445, 5347 AND 5547 VERTICAL 1445, 5347 AND 5547 VERTICAL MULLION hftps:lAvww. floddabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgtHB572gvdWIeU6tNFOgoUTrMeDZ%2bh5xdKbMrOFG7uugA%3d%3d 2/3 2/8/2018 Florida Building Code Online MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5333 R2 II 08-00142D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510223D.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 1445-2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION SINGLE HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5333 R2 II 08-00143D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510224D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.9 1445-2, 1447-2, 5347-2 AND 5547- 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL MULLION 2 HORIZONTAL MULLION TWIN WITH TRANSOM Limits of Use Approved for use in HVHZ: No Installation Instructions FL1S333 R2 11 08-00144D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510225D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445 2, 5347-2 AND 5547-2 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00145D.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5333 R2 AE 510226D.odf PRESSURE RATINGS ( Created by Independent Third Party: Yes 15333.11 iX3 STRUCTURAL TUBING MULLION 1X3 STRUCTURAL TUBING MULLION VERTICAL VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5333 R2 II 08-00668C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5333 R2 AE 511127C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Bach Next Contact Us :: 2601 Blair Stone Road. Tallahassee FI_ 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 850.487.1395. *Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: t ® iR Credit Card Safe hfps://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWieU6tNFOgoUTrMcDZ%2bh5xdKbMrOFG7uugA*/o3d°/`3d 3/3 97 1/2" MAXIMUM UNIT WIDTH MULLION SPAN) FH1 WINDOW 97 1/8" 1 MAX. 1— COMBINED — HEIGHT H2 WINDOW SINGLE WITH TRANSOM 97 1/8" MAXIMUM UNIT WIDTH MULLION SPAN) 24" MAX. TRANSOM WINDOW HEIGHT"-- f 72" MAX. WINDOW WINDOW WINDOW HEIGHT 97 1/8" MAXIMUM 1 COMBINED WIDTH MULLION SPAN) 24 MAX. TRANSOM WINDOW WINDOW HEIGHT I 72" MAX. WINDOW WINDOW WINDOW HEIGHT TWIN WITH SINGLE TRANSOM DESIGN PRESSURE RATING I IMPACT RATING 60PSF LARGE AND SMALL MISSILE IMPACT 3.8" 37" R 1.12" PWhYhY.dGL}lY.11li:.+b T D 1 1/8" x 4" STRUCTURAL MULLION6005•T6 ALUMINUM. 25' THICK MISSILE LEVEL D, WIND ZONE 4 TWIN WITH TWIN TRANSOM 4.03" 4X 0.2" 25" — — 1.125" i- 125" 1.688" O 25" I i 87" O T-CLIP 6005-TS ALUMINUM .25' THICK R nssapas D'eSCRi ifOY. 045E 4PPRa'>L0 REVISED RATING BOX 3/12/12 R.L. REV S'_'D NAME _— 1 10/15/13 R.L—_._----- REV SED INSTALLATION DETAILS 106/15/15 R.L. NOTES: I ) THE PRODUCT SHOWN HEREIN IS DES€GNED 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 IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED =OR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REOUSRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN I\ THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE_ APPROVAL, 6) SINGLE UNITS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. SING'+_E UNITS TO BE MULLED TOGETHER MUST BE MANUFACTURED BY MI WINDOWS AND DOORS LLC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF MULLION OR INDIVIDUAL WINDOW UNIT. 8) VERTICAL. MULLIONS ARE NOT PART OF THIS APPROVAL. VERTICAL MULLIONS USED TO MULL UNITS SIDE BY SIDE MUST HAVE SEPARATE APPROVAL. DESIGN PRESSURE TRIBUTARY HEIGHT INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY HEIGHT AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY HEIGHT. 3) MAXIMMUM TRIBUTARY HEIGH- = 72" TABLE OF CONTENTS IDESCRIPTION ELEVATIONS, NOTES AND COMPONENTS INSTALLATION DETAILS AND BILL OF MATERIALS TRIBUTARY HEIGHT= H1 + H2 2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TEXAS 75006 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL ELEVATIONS, NOTES AND DESIGN PRESSURE DRAWU: DN'G No. TJH 08-00907 SCALE NTS 447E 12/18/09 1sr{Eer1 OF 2 SIGNED: 0611612015 PARTS LIST NO. PART NUMBER DESCRIPTION MANUFACTURER MATERIAL 1 , 1445 1 1/8" x 4" SI:RUCTURAL MULL I W WNDO'NS ALUMINUM 6005-15 32Ct2 (T-CUP I MI WyDOWS hLUMINUl.4 6005-TS2320------ --'---... O2 INSTALLATION ANCHORS SEE NOTES i AND 2 1 SUBSTRATE 8 SlrS BY OTHERS SUBSTRATE BY OTHERS E T-CLIP INSTALLATION DETAIL EACH SIDE OF MULLION WINDOW FRAME REFERENCE ONLY NSTALLATON VNCHORS TEE NOTES AND 2 HORIZONTAL MULLION VERTICAL MULLION WINDOW FRAME REFERENCE ONLY INTERIOR T EE TEK SCREW EXTERIOR SEE NOTE 3 SHEET 2 WINDOW TO MULLION INSTALLATION DETAIL TRANSOM FRAME REFERENCE ONLY 1 10 SCR A SEE NOTI 48 `E SCREW SEE NOTE 4 VERTICAL TO HORIZONTAL MULLION CONNECTION DETAIL REM,S101,S DESCRiPTION DATE AAPRa'rD REVISED RATING BOX ) 3/12/1.2 R.L. REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 06/15/!S R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE y 10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE AND 1/2" MINIMUM EDGE DISTANCE. LOCATE" ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 2) FOR ANCHORING INTO MASONRY USE 3/16" IIW TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A I 1/4" MINIMUM EMBEDMENT" INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 3) FOR ATTACHING WINDOW UNITS TO MULLION USE (,%IO TEK SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. 4) FOR ATTACHING MULLION TO T-CLIP USEp,'8 TEK SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST T-CLIP WALL. LOCATE SCREWS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 5) FOR ATTACHING T-CLIP TO MULLION USE #10 TEK SELF TAPPING SCREWS WITH SUFFICIENT I..ENGTH TO ACHIEVE A MINIMUM EMBEDMENT Or" THREE THREADS PAST M,UI-JON WALL. LOCATE SCREWS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 6) FOR WINDOW UNITS ANCHORING SCHEDULE REFER TO WINDOW APPROVED INSTALLATION INSTRUCTIONS. 7) ALL FASTENERS TO BE CORROSION RESISTANT. 8) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TEXAS 75006 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL INSTALLATION DETAILS AND BILL OF MATERIALS DRAWN: TJH 08-00907 NTS JDAII 12/18/09 1 S"E= 7 OF 2 SIGNED: 0611612015 I IL o it• o g251 T(,ATT OFu REv 0 6` ZOR10P• C `DNA i 2/6/2014 Florida Building Code Online lot IU'tir}J'0 ''!f'I' lice BCIS Home Lag in U,er Registration Hat Tapia Submit Surcharge StatS & Facts Publications F8C Staff BCtS Site Map Links Search Businp Professibnal { i°us°R ProductApproval ReginRegulation " a - Product Ano:nval btenu > Pre,,'.o¢t nr AncilocnGnn Search > Annlicatinn Gzt > Application detail ru. FL .: FL16503 Application Type New Code Version 2010 Application Status Approved Comments Archived Product Manufacturer KAYCAN LTD Address/Phone/ Email 1 Memorial Drive Richford, VT 05476 406) 553- 6818 Ext 0 alex.jovanovic@kpproducts. com Authorized Signature Jovanovic Alex alex.jovanovic@kpproducts. com Technical Representative Alex Jovanovic Address/Phone/ Email 255 Summerlea Road Brampton, NON - US 05476 905) 793- 9462 Ext235 alex.jovanovic@kpproducts. com Quality Assurance Representative Alex Jovanovic Address/Phone/ Email 1 Memorial Drive Richford, VT 05476 416) 553- 6818 alex. jovanovic@kpproductr,. com Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer f Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert J. Amoruso, P.E. the Evaluation Report Florida License PE-49752 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of independence Ft_16503 RO COt Cofl 224) Revo 413-0204 KavcanSoffit.rL Referenced Standard and Year (of Standard) Standard ASTM D3679 ASTM E330 Year 06a 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FLi6503 RO EcLiAv FER 2241 RevO t13-2D4 Kay_ranSoffit.ndf http:l/ floridabuiiding.ore/pNpr a[)I cld.ilspx'?param-wGEVXQ%viDgvgqu2w%2bnF;UOixYpvM4'o2bzhslZN`wfNhl•12Ln4'o2b84iiiXICXF.iA%n3d%3d 1/2 2/6/2014 F:oricla Building Code Online Sections from the Code Product Approval Method Method 1 Option 13 Date Submitted 07p29/2013 Date Validated 07/30/2013 Date Pending FBC Approval 08/27/2013 Date Approved 10/18/2.013 Summary of products FL # I Model, Number or Name Description 1 16503.1 Vinyl/PVC and Aluminum Soffit See Installation Instructions for Product Models included. Limits of Use Installation Instructions Approved for use in HVH2: No FL16503 RO I! KAY0007 RevO Soff t..ndf Approved for use outside HVH2: Yes Verified By: Robert ). Amoruso, P.E. FL License No. 49752 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See Installation Instructions for Design Pressures. FI-16503 RO AE PER 22,11 Revd 113-0204 KaycanSoffit.prif Created by Independent Third Party: Yes ItW Camaci Ws :: IND North Monroe Street Tallahac9o0 Ft. 32399 Phone: 850.497-±824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: ACCessihility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public- records request, do not send electronic mail to this entity, instead, contact the office by phone or by traditional mail. If you have any questions, please contact $50.487.1395, 'Pusuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department :with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click him . Product Approval Accepts: g © coke; F: M Credo % r W lti''1 hlttpa/florida building.orglprlpr_app_dt1.as(?paranl-+'GIaVXC}wtl7nvdqu2w4n2bnFgUOi!tY pig}-! rb2b7.ItsllNwl'NhH21_g3'o2bt3=1mXiCX hfiA°In3d';'o3t7 2f2 KAYCAN LTD VINYL/PVCU INU `FIT ® JA SOLIDVENTED INSTALLATION ANCHORAGEDETAILS t— GENERAL 7tOTES: UW INSTALLATION NOTES: t, THIS PRODUCT HAS BEEN TESTEO AND DESIGNED TO COSIPLY WITH THE 2010 FLORIDA BUILDING CODE (FBC) 0 EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ)AT THE DESIGN PRESSURES SHOWN ON THIS SHEET (SIM 1. ANCHORS SHALL BE THE TYPE, SIZE, Et30ED;,,ENi ANU EDGE DISTANCE SHO'.YN HEREIN FUR RESPECTIVE SUBSTRATE. O_ TABLE). THESE PRODUCTS WIRE T FSTED TO ASTM S33042. STRUCTURAL TEST RESULTS BASED ON ASTM E330-02 WERE OIVIOED BY ',SAS REQUIRED BY 2010 FBC:. SECTION 171aG < AND 2010 FRG SECTION R616A, 2. lNST RELATION ANCHORS SHAtt EEhS SH:O'w•JY UN THE INSTALGITIO: FASTENER SCHEDULE CN SHEET 3 AND IN iNSTAtht i IO;a DETAILS ON SHEETS 11, 12, 13 AND h1.. 2. DESIGN PRESSURE (OP) RATINGS SH'JWN ON TtilS SHEET ARE DOCUMENTED Aj rNO EAVE VADTHS. 2. i. FOR LAVE WIDTHS THE SAME AS THE tr11NIMUt.1 AND MAXI :IUti RANGES SHOWN. THE OP FOR THAT EAVE WIDTH SHALL APPLY. 2, 2. FOR CAVE WIDTHS LESS THAN THE .MINI :YU 1 SHOV.N, THE DP AT THE UINI.'-IUM SAVE WIDTH SHALL APPLY.. 2. 3. FOR SAVE NVIDTHS GREATER THAN THE (MINIMUM BUT LESS THAN THE MAXIMUM SHOWN, THE OP MAY BE LINEARLY INTERPOLATED, EAVE L'IIDTHS GREATER THAN THE MAXIMUM EAVE WIDTH SHOWN ARE NOT ALLURED. I. THE PRODUCT DETAILS CONTAINED HEREIN ARE BASED UPON SIGNED AND SEALED FENESTRATION TESTING LABORATORY, INC. TESTING REPORT NO. 7367. DATED 611113 AND NO, 7329, DATED 5f2ll13 INCLUDING ASSOCIATED LABORATORY STAMPED DRAWINGS. 4. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE, Ab1SONRY AND WOOD FRAMING CCIAPRISING THE ATTACHMENT SUBSTRATE FOR THE SOFFIT StiALL BE OETEFIN INEDTO BE CAPABLE OF V11TtiSTAT101NGAND TRANSFERRING APPLIED PRODUCT LOADS TO THAT STRUCTURE AND IS THE RESPON51911ITY OF'THE ARCHITECT OR ENGINEER OF RECORD FOR THE PROJECT. 5. OVERHANGS RECEIVING SOFFIT SHALL BE CHECKED FOR STRUCTURAL ADEQUACY- DAMAGE. CRACKS OR DEFECTS THAT MAY PRECLUDE THE SOFFIT FROM PERFORMING ITS INTENDED FUNCTIONS SHALL BE ELIMINATED. 6. INSTALLATION OF SOFFIT AND ACCESSORIES SUCH AS CORNER POSTS, STARTER STRIPS, AND TRM AROUND OPENINGS SHALL BE DONE IN ACCORDANCE VATH THE 2010 FLORIDA BWDUNG CODE AND THE MANUFACTURER'S INSTRUCTIONS. - SITE CONDITIONS TI4AT DEVIATE FROM THE DETAILS OF THIS DRAWING REQUIRE FURTHER ENGINEERING EVALUATION BY A LICENSED ENGINEER OR REGISTERED ARCHITFC"T B. SOFFIT SHALL BE LABELED IN ACCORDANCE WITH 2O10 FBC. SECTION 1715.9.2 AND 2010 FRO. SECTION R616,2. 9. SO^FIT NET FREE AREA IN ACCORDANCE WITH 2010 FEC. SECTION 1715.9.t AND 2010 FRG SECT ION R616.1 ARESHOWN INTHEAPPROVEDSOFFITSCHEDULEONSHEET2. 10. t.1ATERIALS: 10. 1, KAYO TI BUILDING PRODUCTS tI YL SOFFIT IS MANUFACTURED FROM A.FOW.iULATEO PVC P OJfDER COMPOUND MEETING THE SPECIFICATION'S Cc AST 1036M 10. 2, KAYLAN UOLDING PROCUC'r$ A4U. IINUM SOFFIT 15 t1ANUFAC 7Un@0 FRC,.d !._UMINU%. ALLOY ViiTr'I At;i Ai tap TESTED TLNSILE STRENGTH OF 21 KSI AND YIELD STRENGTH OF .0p KS+. 10. 3.. SEE SHEET 2 FOR SOFFIT SPECIFICATIONS. TABLE OF CONTENT SHEET DESCRIPTION 1 GENERAL NOTES AND SPECIFICATIONS 2 APPROVED VINYL AND ALUMINUM SOFFIT AND TRIM, SCHEDULE 3 INSTALLATION FASTENER SCHEDULE AND SOFFIT PROFILES 4 TO 11,7 SOFFIT AND ACCESSORY PROFILES 12 SOFFIT INSTALLATION CROSS SECTION 13 WALL SIDE - STAPLE DETAIL 14 WALL SIDE - NAIL DETAIL i 5 EAVE/FASCIA SIDE DETAIL 3. tvINISIUAi EMBEOMENT EXCLUDE WALL FINISHES (INCLUUING BUT NOT LIMITED TO S TUCCO. FOAM. --RICK VENEER X-40 SIDING). EDGE DISTANCES SHALL BE SUCH TO PREVENTIVE CR,,CKiNG OF SUBSTRATE MATERIAL . ALL FASTENERS SHALL HAVE CORROSICN RESISTANT COATINGS OR BE MADE. OF CORROSION RESIST AN. LIATERtALS COMPATIBLE WITH THE SUBSTRATEI.IATERIALS. DESIGN PRESSURE (PSF) RATING v EAVE DESIGN PRESSURE VINYL ( PVC) SOFFIT SERIES WIDTH ( IN) PSF) 12" TRIPLE 4 SOLID SOFFIT 10 Y- 106.7 j--33.3 12" TRIPLE 4 VENTED SOFFIT 12" TRIPLE 4 CENTER -VENT SOFFIT 7 12" TRIPLE 4 CENTER-O-VENT SOFFIT 24 93.3/-33.3 12" TRIPLE 4 FULL-0-VENT SOFFIT 10" DOUBLE 5 SOLID SOFFIT 24 106.7j-40 10" DOUBLE 5 VENIED SOFFIT S" BEAOED SOLID SOFFIT i0 TO 24 106.7j-t.0 8" BEADED VENTED SOFFIT EAVE DESIGN PRESSURE ALUMINUM SOFFIT SERIES WIDTH (IN) PSF) 1 12 93.3/-40 SP- 600 16" SOLID SOFFIT SP- 600 16" VENTED SOFFIT 24 g0J-36.7 12 i- 10 6.7/ -"'(3 7 12" 3 PANEL SOLID SOFFIT 24 1 +93.3/-40 12" 3 PANEL VENTED SOFFIT DESIGN PRESSURE RATINGS SHOWN ABOVE SHALL BE COMPARED TO LOADING BASED ON VGsd BASIC WIND SPEEDS. THUS PROJECT DESIGN PRESSURES AS DETEMINED FROCK, ASCE 7-10 BASED ON Vult BASIC WIND SPEEDS ARE PERMITTED TO BE MULTIPLIED BY 0.6 PER SECTION 1715.9.4 OF THE 2010 FBC/SECTION R616.4 OF THE 2010 FRC FOR COMPARISON TO THE DESIGN PRESSURE RATINGS ABOVE. Rx nJ. fu'it—'zL P.E. tk : 7n P. E- Rc. 49752 APPROVED VINYL AND ALUMINUM SOFFIT AND TRIM SCHEDULE 0 a U w O cIL Ow U5N ;. N y Z U F N n u a O aO DOD5Ny z, sgg uoazza N90-- w=}' iiow; s6 ai a 0- a 3 L H:bet I.Ax—'P.E. Fi;... P. E N., a € 62 wMES i, 4Q f,, . bti 1GE/Yg O o 49752J oWN. yrop: STATE 1,16?err: Kaycan Vinyl Soffit and Trim Product Kaycan Drawing No. Panel Length in) Thickness (in) Net Free Area sq. in./lineal ft.) Net Free Area sq. in./sq. ft.) 12" Triple 4 Solid Soffit (Vinyl} VSAAF-0801UA 144 0.040 n/a n/a 12" Triple 4Vented Soffit (Vinyl} VSAAF-0$01UD 144 O.fl40 6.55 6.55 12" Triple 4 Center -Vent Soffit {Vinyl) VSAAF-0801UD 144 0.040 2.18 2.1$ 12" Triple 4 Center-O-Vent Soffit (Vinyl) VSAAF-0801UB 144 0.040 1.37 1.37 12" Triple 4 Full-C)-Vent Soffit (Vinyl) VSAAF-0801UC 144 0.040 4.18 4.18 10" Double SSotid Soffit (Vinyl} VSAAM-08fl0UA 144 0.040 n/a n/a 10" Double 5 Vented Soffit (Vinyl} VSAAM-0$000B 144 0.040 5.17 4.50 8" Beaded Solid Soffit (Vinyl] VSAAX-08000A 150 0.040 n/a n/a 8"' Beaded Vented Soffit (Vinyl} VSAAX-0$OOUB 150 0.040 3.3$ 4.64 F-Channel/Trim (Vinyl} VAAAT-08000A n/a 0.040 n/a n/a 4" Fascia Trim {Aluminum) ACAAR-1800UA n/a 0.022 Kaycan Aluminum Soffit and Trim Product Kaycan Drawing No. Panel Length in) Thickness (in) Net Free Area sq. in.%lineal ft.) Net Free Area sq. in./sq. ft.) SP-60016" Solid Soffit (Aluminum) 606 144 0.015 n/a n/a SP-60016" Vented Soffit (Aluminum) 605 144 0.015 7.70 6.17 12" 3 Panel Solid Soffit (Aluminum] 9518 144 0.015 n/a n/a 12" 3 Panel Vented Soffit (Aluminum) 9517 144 OA15 6.57 6.57 F-Channel/Trim (Aluminum} ACAAN-1800UA n/a 0.022 n/a n/a 4" Fascia Trim (Aluminum) ACAAR-18000A n/a 0.022 INSTALLATION FASTENER SCHEDULE Wall Side F-Channel (Trim) Substrate Fastener Embedment Max. Spacing Min. 0.12" Dia. Nail with 3/8" Head Dia. 1-1/4" 24" Wood Three (3) Min. 1" Leg Length x 1/4" Width 314" 24" Crown Staples in a Triangular Pattern Concrete or Masonry Min. 0.097" Diameter Hardened T-Nail or Stub 5/8" 24" CMU Block Nail Substrate Wood VL 1 HiL M Side soffit Fastener I Embedment Max. Spacing 3/8" Leg Length X 3/8" Width T50 Crown located In Each Fastener I Embedment 1-3/4" Long x 0.072" Dia. Trim Nail Stainless 1-3/4" Max. Sp; 48" 1 2" TRIPLE 4- Y Y L Y SO; F-1 1- - V 1N Y L o _ N0 2 w 0 s Cr Rzt:n J. Na 1—P.E. Fki., P.E. TO. 0752 1 2) TRIPLE 4. CE N TER -/ EEN T SOFFIT VI YL e ,,{ DETAIL A` ƒ No 4982 w% STATE1 k C% OF zm+ 12 TRIPLE 4 VENTED SOFFIT VINYL 1- 0.084 t7af ffi-TAIL A 12 ) TRIPLE DUAIL A 375 4 CENTER - O-VENIT SOFFIT - VINYL 3.625 12 375 12 TRIPLE 4 FULL-0-VENT SOF11--IT -- VINYL U, 0z > 0 zwz 0 3i 2 0 a: 2p z 20X w 0 nrk zw lzW zu) D 4 J 10-- 4 75 --4.85 5 3--J 1 0" DOUBLE 5 SOLD SOFFIT - VINYL 1,344-- 0.765 563 — 4.202 49 878 45 4.75——4.85- L-5.3-- 1 0" DOUBLE 5 VENTED SOFFIT - VI NYL z O Z Z LLOZ F d s } O to lr O to o W O 2uj a>> sU0o uJ zo U o# Z j o Z_ Ih + i:: to !. A--.. P.e. hri.a• PZ. N. 45752 tyJAESf Aaaaai STATE OF ([ e C0RtOPG`.. 16, 6 ,0111,11111tAu%N1, o Lij 0 cn kli 9 > o (on Iz < " U) x So a u 0 00 Z < i5i W 625 DETAIL E 5 9.415 0.899--- 2.317— 2.667— 2.317 -,585— zt*" J. A —so, P.E. 04 Fw;P.E.U..19752 I a I SNMESfol"Pre No 49752 BEADED SOLID SOFFIT VI NYC STATE: OF .:fo EH aG I lal— Q5 / Qa E DETAIL FLn o}00 z ` LU ; § QB j cea33 zk LU k\§ \| 078- » 15 sa DETAIL H k ! )/| D TAIL G SECT. E- 9.45 0.89 EaZ qT I 5j g. . R- 15 I '', 75 I u i" C A 4975119# 52i75 7\ 2O a !E OF 8 BEADED VENTED SOFFIT I Y LVINYL r m ; uj 0 HL- J 1 1 1 1 4 T— ou) Z < ul 0 SP-6000 16" SOLID oom> SOFFIT ALUMINUM ZOUl a \ CL D p r., r.. Mz IL P10 4975 0- W 3. TATE OF: coo SP-600 16" VENTED L SOFFIT ALUMINUM 3.0 jj12.0 2" 3 PANEL SOLID O, -35o SOFFI T — ALUMINUM 0 u U u 0 00000000a0 0 0 0 0 0 0 0 U 0 0 a 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 1 0 11 0 0 0 n n 11 n 13.00( 12,0 b 0 '50 12" 3 PANEL VENTED L;'-Y'C1J1 SOFFIT ALUMINUM M P. E V., 19752 11%11 off$, 0 E N No 49752 11113 . moo r O%. STATE OF 0 R o. G1?% It'll C? I N 0.375 LUI002-2 w 1A 38 1,5 SOFFIT 'r---CHANNEL/TRIM 022 ALUMINUM Z, 's257 U F, m K E 0 MZ x W` 4" FASCIA SMOOTH ALUMINUM 18---,5i5— 18r 775 )75 1 , R.1 56 1 1 4 1 0.0 R0.1561 0.04J 785 .715— 1.5— SOFFIT F-CHANNEL/TRIM VI NYL Ft,i-. P.C, W, 49752 yyyyyyllHltp$toS. E No 49752 STATC o NO ROOF TRUSS ui 1 N SOFFIT CL DRIP EDGE FASCIA BOARD FASCIA TRIM sg'- zN N w d roaor 7 U s z eu-azoa FASCIA -SIDE DETAIL Y°fi g5 WALL -SIDE DETAIL 0.0N Scti3 2X WOOD FRAMING WITH 7/16" MIN. PLYWOOD/OSB SHEATHING OR CONCRETE/MASONRY SUBSTRATE ROOF/ WALL INTERFACE DETAIL WOOD OR MASONRYICONCRETE SUSBTRATE i'orisa P.E. N. 40752 eQ ljAdtlES q,f vo0i.; :fit C E M gF • O G'L No 49752 Pow V 11113 q FS tr0 R THREE (3) MIN. 3/4" LEG LENGTH X 1/4" WIDTH CROWN STAPLES IN A TRIANGULAR PATTERN o 24" ON CENTER FOR WOOD SUBTRATE. SEE PATTERN DEFINITION BELOW. 1 n SOFFIT F-CHANNEL 0.08" (VINYL) OR 0.125" (ALUMINUM) THERMAL EXPANSION GAP 3/8it 1 Y 1l V \. BETWEEN STAPLES 3/8" BETWEEN STAPLES WALL SIDE - STAPLE DETAIL WOOD SUSBTRATE 2X WOOD FRAMING WITH 7/16" MINIMUM PLYWOOD/OSB SHEATHING I uW 0 lya t- J. FWI— P.E. t4c,-0M, t; G EtYg'• O'' L NO 49752 •• o:: STATE OF1'3 •; S R y r to 1. O 1 Q• f f 110 'A MIN. 3/8" HEAD DIA. NAIL WITH 1-114" EMBEDMENT 24" ON CENTER FOR WOOD SUBTRATE OR MIN. 0.097" DIAMETER T-NAIL OR STUB NAIL WITH 5/8" ENGAGEMENT E 24" ON CENTER FOR CONCRETE/MASONRY A uj SOFFIT t: 0 i 01F-CHANNEL 0 iL 0 W= 0.08" (VINYL) OR uJ D 2 ri z 0.125" (ALUMINUM) kj 4- THERMAL EXPANSION Ilk GAP WALL SIDE NAIL DETAIL WOOD OR MASON RYICON CRETE SUSBTRATE Re, Piz, 19752 sNMES xr 4975 2 yr 2X WOOD FRAMING WITH 7/16" MIN. PLYWOODIOSB SHEATHING STATE OR CONCRETE/MASONRY SUBSTRATE q A all$ eCompliance Researchn y! Report nteX k TotalAssured. DIVISION: 07 -THERMAL AND MOISTURE PROTECTION Section: 07 45 00 — Fiber -reinforced Cementitious Panels REPORT HOLDER: Nichiha USA Inc. 6465 E. Johns Crossing, Suite 250 Johns Creek, Georgia 30097 www. nichiha.com REPORT SUBJECT: NichiProducts' Fiber -Cement Siding Products 1. 0 SCOPE OF EVALUATION 1. 1 This Research Report addresses compliance with the following Codes: 2015 and 20121nternational Building Code' (IBC) 2015 and 20121nternational Residential Code" (IRC) 2014 Florida Building Code (see Section 10) 2013 California Building Code (see Section 9) NOTE: This report references 2015 Code sections with 2012) Code sections shown in brackets where they differ. 1. 2 The NichiProducts"I siding products described in this report have been evaluated for the following properties (see Table 1): Physical properties Wind resistance Surface burning characteristics Noncom bustibility Weather protection Fire - resistance -rated construction 1. 3 The NichiProducts— siding products have been evaluated for the following uses (see Table 1): Use as an exterior wall covering in accordance with IBC Section 1405.16 and IRC Section R703.10. Use on exterior walls in Types 1,11,111, and IV construction v Use on exterior walls permitted to be of Type V construction. Use on walls required to be of fire -resistance -rated construction. Issue Date:10-31-2016 Renewal Date: 10-31-2017 Revision Date: 07-24-2017 2. 0 STATEMENT OF COMPLIANCE The NichiProductsi" siding products recognized in this report comply with the Codes listed in Section 1.1, for the properties stated in Section 1.2 and uses stated in Section 1.3, when installed as described in this report, including the Conditions of Use stated in Section 6. 3. 0 DESCRIPTION 3. 1 NichiProductsT" Fiber Cement Siding Products: The siding products are used for lap and panel siding. A description of the siding products, their dimensions and their intended application is in Table 2. 4. 0 PERFORMANCE CHARACTERISTICS 4. 1 Physical Properties: The siding products comply with ASTM C1186, Type A, Grade 11, in accordance with IBC Section 1404.10 and IRC Section R703.10. 4. 2 wind Resistance: The maximum allowable wind pressure for each of the siding products is described in Tables 3, 4, 5 and 6. 4. 3 Surface Burning Characteristics: The siding products have a flame spread index of 0 and a smoke -developed index of 0, when tested in accordance with ASTM E84. 4. 4 Noncombustibility: The siding products are noncombustible building construction materials complying with IBC Section 703.5 as determined by testing in accordance with ASTM E136. 4. 5 Weather Protection: Siding products are installed in accordance with Section 5.2 of this report. 4. 6 Fire -resistance -rated Construction: Fire -resistance - rated construction is outside the scope of this report. 130 Derry Court © York a Pennsylvania ® 17406 r. intertek. comJbuilding PCA425 Intertek Version: 6 April 2017 c; t>rT on, Code Compliance Research Report CCRR-0258 Page 2 of 22 5.0 INSTALLATION 5.1 General: The siding must be installed in accordance with the Nichiha USA Inc., published installation instructions, the applicable Code, and this Research Report. A copy of the manufacturer's instructions must be available on the jobsite during installation. 5.2 Application: Under the IBC, the siding products must be installed over a water -resistive barrier complying with Sections 1404.2 and 1403.5, and must be attached as described for the specific assembly in Tables 3, 4, 5, and 6. Under the IRC, the siding products must be installed over a water -resistive barrier complying with Section R703.2. Lap siding and panel siding may be installed as described in Table R703.3(1) [R703.4], for areas in which the design pressure does not exceed 30 psf and the mean roof height does not exceed the limits in Table R703.3.1, or as described in Tables 3 through 6. For conditions that exceed these limits, the panels must be installed as described in Table 7. 6.0 CONDITIONS OF USE 6.1 Installation must comply with this Research Report, the manufacturer's published installation instructions, and the applicable Code. In the event of a conflict, this report governs. 6.2 When allowable wind speed is determined in accordance with Table 3, the allowable wind speed must be equal to or greater than the design wind speed calculated in accordance with the applicable code. 6.3 When the wall construction includes a combustible water -resistive barrier and is required to be of Type I, II, 111 or IV construction, use of the siding products is limited to a maximum 40 feet in height above grade plane except under the 20151BC where data has been presented to the building official demonstrating compliance with the Exception to Section 1403.5. 6.4 The NichiProductsTM' siding products are produced in Macon, GA under a quality control program with inspections by Intertek Testing Services NA, Inc. 6 Intertek 7.0 SUPPORTING EVIDENCE 7.1 Reports of tests in accordance with ASTM C1186, ASTM E84, ASTM E136, and ASTM E330. 7.2 Data in accordance with the ICC-ES Acceptance Criteria for Fiber Cement Siding Used as Exterior Wall Siding (AC90), dated June 2012 (editorially revised September 2015). 7.3 Intertek Listing Report "Nichiha NichiProducts" Fiber Cement Siding Products" on the Intertek Directory of Buildine Products. 8.0 IDENTIFICATION The NichiProducts'" siding products are identified with the Nichiha USA Inc., name, and address, the product name, the Intertek Mark as shown below, and the Code Compliance Research Report number (CCRR-0258). cocx COMPUANCE Intertek CCRR-0258 9.0 OTHER CODES 9.1 California Building Code 9.1.1 Scope of Evaluation: The NichiProducts' siding products were evaluated for compliance with the 2013 California Building Code, including Chapter 7A. The siding products are noncombustible materials as defined in CBC Section 202 and as permitted for use on exterior walls in CBC Section 707A.3. 9.1.2 Conclusion: The siding products, described in Sections 2.0 through 7.0 of this report, comply with the 2013 California Building Code, subject to the conditions noted in Section 6.0 of this report. 10.0 FLORIDA BUILDING CODE 10.1 Scope of Evaluation: The NichiProductsm siding products were evaluated for compliance with the 2014 Florida Building Code — 130 Derry Court o York o Pennsylvania o 17406 intertek.com/building PCA-125 Version: 6 April 2017 On Code Compliance Research Report CCRR-0258 Building, Florida Building Code — Residential and Florida Building Code — Energy Conservation. 10.2 Conclusion: The siding products, described in Sections 2.0 through 7.0 of this report, comply with the 2014 Florida Building Code — Building, Florida Building Code — Residential and Florida Building Code — Energy, subject to the following conditions: Use of the siding product for compliance with the High - Velocity Hurricane Zone provisions of the 2014 Florida Building Code — Building and the Florida Building Code — Residential has not been evaluated, and is outside the scope of this Research Report. Page 3 of 22 Intertek is a quality assurance entity approved by the Florida Building Commission. 11.0 CODE COMPLIANCE RESEARCH REPORT USE 11.1 Approval of building products and/or materials can only be granted by a building official having legal authority in the specific jurisdiction where approval is sought. 11.2 Code Compliance Research Reports shall not be used in any manner that implies an endorsement of the product by Intertek. 11.3 Reference to the https://bpdirectory.intertek,com is recommended to ascertain the current version and status of this report. This Code Compliance Research Report ("Report") is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this Report. Only the Client is authorized to permit copying or distribution of this Report and then only in its entirety, and the Client shall not use the Report in a misleading manner. Client further agrees and understands that reliance upon the Report is limited to the representations made therein. The Report is not an endorsement or recommendation for use of the subject and/or product described herein. This Report is not the Intertek Listing Report covering the subject product and utilized for Intertek Certification and this Report does not represent authorization for the use of any Intertek certification marks. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. 130 Derry Court a York o Pennsylvania a 17406 a intertek.com/building . PCA-125 Intertek Version: 6 April 2017 on Code Compliance Research Report CCRR-0258 TABLE 1- PROPERTIES EVALUATED Page 4 of 22 2015 IBC 2015 IRC 2014 FBC - 2014 FBC — 2013 CBC PROPERTY SECTION' SECTION' Building Residential Physical properties 1404.10 R703.10 1404.10 R703.10 1404.10 Surface burning characteristics 1404.10 R703.10 1404.10 R703.10 1404.10 Noncom bustibility 703.5 NA 703.5 NA 202, 703.5 Wind resistance 1405.16 R703.16 1405.16 703.1.2 1405.16 Weather resistance 1404.2 R703.2 1404.2 R703.2 1404.2 1 Section numbers may be different for earlier versions of the International and Florida codes. TABLE 2 — NICHIHA SIDING DESCRIPTION Product Name Nominal Thickness Siding Dimensions Intended Use Description in. Width: 5.25, 6.25, NichiBoardTm 5/16 7.25, 8.25, 9.25 Lap Smooth or plank and 12 inches siding Cedar finish Len the 12 feet Cedar, Smooth, NichiPanelTO 5/16 4 feet by 8 feet 4 feet by 10 feet Panel Stucco and sheets 4 feet by 12 feet siding Grooved-8- in.- oc- Cedar finish Designed to NichiStraight"O Lap look like and 5/16 16 inches wide by 4 panel individual NichiStaggeredTm foot long siding cedar lap panels shakes Designed to Width: 6.25, 8.25 Lap look like NichiShake"m 5/16 and 12 inches shingle individual cladding Length: 18 inches siding cedar shakes 130 Derry Court ® York a Pennsylvania o 17406 intertek.com/building Intertek Version: 6 April 2017 PCA-125 Vol Code Compliance Research Report CCRR-0258 Page 5 of 22 Table 3 - Design Loads for Negative Transverse Wind Load (NichiBoardTTM Plank)' 4,7 Siding Type Siding Fasteners Face/Blind Effective Fastener' Allowable Design, Pressure Buildins iHel6ht l I , ft), EkpB k''C]FipioExpLBExp,Cb:,r-D ASCE'7-0&BaSIc: WindiSlieed- ASCE 7-10 ultimateFrame/ HHorizontal in) Field (in) Fra ingm Type i p T IS" 16.25" NIchlBoardTm 6d Double HD MAZE Coil Nail F ace 16 5.25/6.25 SPF 49.5 AS,' 185 168,1 153, X 143!i 126` 115f! 185, 163 149 25- 1,43"11244 A 13 185AA60, 146' 301' 143" 121 III r,185,:I,'156,, 144, 40-, 1,138-i 1184109'i 152, 140, 50' 1-1334,115T"106) 172 148.1 137 603 1130:! 1'13 168% 146-i 135 DF 76:5 F15, 170,; A62,A,,,14T; 210., 2051,490 20, A-70115711'44,i 210f 203:t 185 : 25 164, 141", 110 i199 Li!L L,30 - 170, A51: 139,-* s:210,, 195 i-179 40, 170 146' 135 210, 189,' 174' 50. 1661,143; 132, 210' i 184" 171 6V, ,17162 1 4 0,' 1,30 , 209 181' 24 5.25/6.25 SPF 33.0 A& 01,174-106f, ST.', 151 ' 1371125 20,, 117 103 ! 94-1151, A, 131 122 25 117 101: 93',,!JA5I 130° 119 30 147 i 99, 91 151 128 117 40 112 96i 89, i A 45 l 24, 114 109. 9* 87,r 141- 1211 111- 60 i 106' 1, 92 i861 137 119 , 1,10 DF 51O '7 20 15 146j i'13ZVIWI 188, A71 155:, 20,' 146, 128 s; 1171,188 A 66 151 15, 146 1126 145: 188,, 162 149 446;,IcI23; 1131 188A 159, 146 40, 140 110, 180' 154, 142, 13 5 f. x i i17 F 108 175-'5 151' 140 1,06 46?, 137' 25" 16. 25' NichiBoard' Double HD MAZE Coil Nail Blind 16 5. 25/6.25 SPF 3 1 5A7- 121,- 110A, 10W 156r3,A424129' 1107,1`, 97 A66,A38A 126 25,,, AO- 4T III5&T 96 135A123iil-121," 102 94,"; 1564 132'1 121 50 z11 2-'. L:'97v A45:i 1125, 116, 95, U: y 1421,1231 114 24 5. 25/6.25 SPF 23'4 1-99VT. w-! 1,27. 271 116- l C,12T,, 112. 251- AT;; 1, 85,1 A27f1J0,I 797 127y: 10 40,1: i 95A 50. - 60 90: y,,,'- 116, G Intertek 130 Derry Court * York a Pennsylvania a 17406 intertek.com/ building PCA-125 Versicnr 5 April 2017 on Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardn" Plank)' 4,7 Page 6 of 22 Siding Typo Siding Fastener s Face/Blind Effective Fastener Spacing Allowable Design Pressure ° Building Height ft) ASM74&B831c ' Wind,S MpH 2, ASCE 7-10 ultimate Wind S (MPH)' Frome/Horizontal in) field (in) Framing Type Exp_181 Exp C Exp,iD. Exp B I Exp C Exp D 5.25" ! 6.25" NichiBoard"' Double HD MAZE Asphalt 8 Fiberglass Shingle Nail Blind 12 25/6.25 7116" OSB 41.0 15 130T 1.18, 108:. 168 153 139 20 ; 130 115' 105- 168, 149= 136 25 130 113, 103: 168 145: 133 30 130 110 10.1, 168 142. 131 40 125; 107 99 162 138 128 50 121< 105. 97_ k146 135d 125 60; 1 % 103! 98' 133- 123 16 25/6.25 7/16" OSB 30:7 15 113'' 103 93 132 120 20 113 100 91 129 117 25. 113', 98 89. 126 115 30; 113:; 96. 88 , 123 . 113 40, 108 93 86 120 111 50 105 91 136 117 108 60 103, 89 132 115 107 PF 56.1 15" 153 ' 139 126 t 197 . 179 ' 163 20 153 ? 135 123'; 197 174 159 25, 153 ` 132 121. 197 170 156 30 153 129 119 197 167 153 40. 147 125 116 189 162 149 50. 142' 122. 113, 183 158 146 80, 1391 120 112' 179 : 165' : 144 24 25/6.25 16- OSB 20:5 15 92 119 108 20 92 ." 119 105 25, 92, 119 30' 92 . 119 40- 89' '. 114 50 86 .. 111 60 108 PF 37.4 15:...... 125` a r 113: 103, 161, 146 : 133 F57 125 110: 400 t 161' ' 142"' 130 25". 125: 108, 99 ` 161 139 127 30. 125' 105 97 161 136 125 40.. 120a! 102 94 ;•.154 132 122 50.: 1,W 100. 91 150 129,. 119 60, 113' 98 911 146 127 118 5.25" / 6.25" ichiBoardT Aerosmith Fastening Systems, VersaPin Face 16 256.25 caul 136,3 15' 170-, 170 170' 210 210` 210 20 170;. 170 17.0, 210 2% 210 25 . 170 17.0 170 i 210 210: 210, 30 1.7 170 17.0 < 210 210 210 40, 170 '.170' 170 '1 210 210 1 210 50". 170 170 170 ' 210 210. 210 60 170. 170 17,0;; 210 210, 240 24 25/6.25 0 GA Steel 90,9 1,701 17V 460;• 210 210._ 207 20: 170'' 170 156+ 210 210 202 25 170 168 - 154 210 210 198 30' 170 164 151 : 210 210 195 40, 170 159.1 147` 210 206,1 190 50 I70 .':156 r 14Aa 210 201".. 186 60 47,0. i 153 142'_i 210 197 183 Blind 16 25/6.25 0 GA Steel 27.5 15 107" 97 88 138 125 ' 114 20 107_: 94 86:: 138 122 111 2& 107 92 138 1,19' : 109, 30" . 107 90 138 117 : 107" 40' 103.' 88 132 113 50 99. 86 128 111 60 97 ' 125 109 a Intertek 130 Derry Court o York o Pennsylvania o 17406 intertek.com/building- PCA•125 Version: 6 APril 20-7 Code Compliance Research Report CCRR-0258 Page 7 of 22 Table 3 - Continued (NichiBoardTM Plank)1,4.7 Siding Type Siding Fasteners Face/Blind Effective Fastener Spacinq Allowable Design Pressure ° Building Height ft . . ASCE 7-05 Basic Wind,S PH 2. ASCE 7-10 Ultimate WindtS MPH ' FramelHorizontal in) Fiold in Framing Te Ez `:BExp.0 Ex id Ex :B IlExp C ExpO 725" NichiBoard' 6d Double HD MAZE Coil Nail Face 16 7.25 SPF 42.7 15 121 110' M 1% 142i 20 133i 117, 107i 19,2' A52' IX 25 133 115 105 122' 148, 136 30 A331 1.13; 1031 172- 145 134 40 128' 109 101, 165 141 130[ 50 124 1071 99- 160 138 128 60 121.. 105, 97 156, 135 126, DF 66.0 15 166i 150: 136:._ 210 194 176' 20 4 -1661 146. 131 210: 188: 172: 25 16& 143 131, 210: 184 169 30 1'W 140 129' 210' 181 166 40 159 136 125; 205 175 162 50 154` 133 123; 199' 171 159- 60 150: 130+ 1211 194 168 1% 24 7.25 SPF 28.4 15 109% 99 90. 1401 127 116. 20 1091 i 96, 88' 140! 124' 141 25 109, 94 86'i 140, 121' 111 30 109 92 140 119. 109 40 104 89 135 115 106 50 101 87 130 112 60 99... M 127 . 110 DF 44.0 15 135 , 123 1:11:1 175 158 144 20 , 1351, 1119 .. 109., 175 154 140,' 25 135: 147 107. 175 151 138 30 135_, 114 105 .' 175 147 136 40 130 11.1 102 - 167 143 132 50 426 108 100. 162 140 130; 60 123 .. 106 : 99' _.. 1'58 . 137 128 Blind 16 7.25 SPF 261 15 104 s. 95 -1 i86 ! A35 :: 122 11,1 20''"„' 104',sT' 92' K 135, 119 108' 25 404 1: M 135 .. 116 106 30 104. 88 13& 114 40 100- 85 129 110 50 97 125 108 80 95h 122 106 G Intertek 130 Derry Court o York o Pennsylvania o 17406 intertek.com/building PCA-125 Version: 6 Aaril 2017 Oin . Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardTm Plank)' 4,7 Page 8 of 22 Siding Type Siding Fasteners Face/Blind Effective Fastener Spacinq Allowable Designgyv jpW leiUllding Height; ASCE-7aWBaslc Win& 6e6c141161113W ASCE, 7-10,ultlmate n& SPH', oeed1M`lFrame/Horizontalin) Field in Framing Type F- xp4it E)cO-,& E.WD j E'xp,,C ExpD 7.25" NIchiBoard- Double HQ MAZE Asphalt & Fiberglass Shingle Nail Blind 12 7. 25 7/16' OSB 35. 3 A21.. 110,: 100 i 166 T 142 129• 20 121 1, 107 981, 156 138 126 25-,' A"21J- 1051,w 156, 135J 124 30- 12-1:- 102 94 156 132- 122,1 40.- 1,16 T 99 92 3 150 128,, 118 50 113- 97 ' T 10i.,l 145 125, A, t6F` !!jtl, 10 95,1-19 142J 1 123 1,A4 16 7.25 SPF 32:8 15 117 106, 96, 151'1'137,: 124, 20 117' 1, 103,-, 121 25: 117, 92 151, 130 ilg 30 15TI 1- 27 117 40, 1,12- 66; ` 88: 145•, 124: 114 , zo 1, OB: a - 17- 140,; 121 11Z 11-37, 1 W 1,10, 24 7,25 SPF 25;2 93- T L132: s,,120 109: 20- A02 < 90 132 J, 117j 106: 25 102," 89 " i 132-: 1114' 30; 102. L: 87'-, 132A 112 4,0 T 127 10 88 1'23,1- 106- T- Double HD MAZE Asphalt & Fiberglass Shingle Nail find 16 7. 25 yp 54.7 195, 172-, 157: I; RAX 119: l A95., la-'J: 154 1,17A f9fii T., 164 151 124 Inj 160: 147,1 721, 41,1*, j 112!-, 181 A -, g1l 56 144Fasteners shall be located a minimum distance of 314" from the vertical siding edges at comers ana splices. G Intertek 130 Derry Court a York o Pennsylvania a 17406 intertek.com/building PCA-125 W, sion: 6 Ap: il 2017 on - Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardTm Plank)' 4,7 Page 9 of 22 Siding Type Siding Fasteners Face/Blind Effective Fastener Spacinq Allowa 61i Des WWI I , In', tit-, M, i ASCEI;O&,Baslc Si (M ASCE'740'Urdmate 01% U, 1pftLFrama/Horizontal in) Field in Framing Type Eii;i'g, Eiofc,-+ h4.,L j?kL Exp C jM2 7.25" NichlBoard TM Acrosatith Fastening Systems. VarsaPin Face 16 7.25 20 GA Steel 1117.5 IS!, 3 170 'T 170' 1701, 210 210T 210 20f.. 110, 21a 210 470, IM' TM 210 1 210 110 10' AM 170AL1,70' 210, 210 2101 40., 170",. 167 210 210 210 SU 17T 1764 1641 21'0 2101 210 66 170:- 110 I-462' 240 210: 209 24 7.25 20 GA Steel 8;3 T AS: 1-170.'- 210 210T 192 20 1 170,: 159`' 1451 210.' 205, 188 25' 170 156, 143. 210'. 20f 184 30" 170 152 1 140 11'0, 1971 1811 40, 170t, 148 1,37, 1:- 210' 19V 1 145-: 134 210! 187: 173 M 164' U21 IM 2,10 1 93: 170 8.25" NichiBoard TU 6d Double HD MAZE Coil Nail Fare 16 8.25 SPF W5 113 103', 161 146" 133 20, A 25 1611 142' 130 251 j 125 108, 99' 161"T 139. 127 30i: 125- 105, 97 161 1 136 125 40`,; 120, , 4`10Z T r95 155,132- 122 sol 116 100: 93 - 156 129, 120 I g,_ 91 127.11 8 DF 5& 0 I 15, 141, 128 200 T182"T 165' 20! 155- 137: 125. 200, 177-1 161 25: 155,. 134 123 1 200, 173, 168 7301 155L 13 1, 421 200 F 169 156 46' 149,, 127 1'18 1A92 16M 152 50 144, 124-, 115 1W 1q61 149 22, 1, 13i-;; 1 82, 158 1,46, 24 25 SPF 25iO M11892 13Z 1191" 20, 7A;',- IIOUZ-` 132' 106', 25--1 Al j 02i-- 8 132 11f 40,,, 9&`,`, IM,; 42 6" 10Wso, 1" 2 21, 105 I D F 38.,6, 1,15: 104' 164,, 148-1: 135: L" cA, 12', 402-' 1164-,", 144,` 132 i m, 64- 141 12§`= 07'' 9& 164,-- 1'38! I 127 40 12Z A 19611 V 134'1`124ti 118" 102' 11, 121 s 106s 93i 1 148 129:, 1201 G Intertek 130 Derry Court 0 York * Pennsylvania -* 17406 intertek.com/ building PCA-125 Version: 6 April 2017 Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardTm Plank)1,4,7 Page 10 of 22 Siding Typo Siding Fastener' Face/Blind Effective Fastener Soacinq Allowa file DeS Building Height ft . ASCE°7wSBasic : 1, _ ASCE=7=10'Ultimate Frame/HorizontalField In) in) Type Framing B' Ex C , B.25" ichlBoardTM Double HD MAZE Asphalt &Blind Fiberglass Shingle Nail 12 25 TSB 29.5 15A 111 - 106t 91' 143.=_130,=-it8 20 111 r 9& : 89 143 ' 126 ', 1=15 25 11,1 96:•.. 87" 143 123 = 113 30 11,1 94_ . 86'. 143-.. 121 1=1:t 40-. 106 . 91-' 137. 117, 108 50-:.- 103'. `. 89; 133 1:114- 106 60 - 400. ; r 87' 130 . 112 16 25 PF 23:7 15 - 99 90 128' 116 ' 106 20_'.' 99< 87: 128..a 113' 25, 99: 86 . 128 , 1104 30:.:. 99: 40= 95 123. 105 92 60"- Double HD MAZE FibergFiberglass 8 Shingle Nail Blind 16 25 SYP M& 121 T,:110= 1173 1ST< 142 i13$. 118 a 108: ; 173 : 152,: 139 25 ':: 134 115 106 u 171 : W 149 : 136, 30' ,. 134 113 104`.: 13440, 128 110 101; 142 131 50 - : 124.' . 107 : 99, . M1- 73146 138.! 128 60 12J 105 98 : 136 fi 126 Fastaners shall be located a minimum distance or 3m irom me vernca, smmy dayaa a w, nnw mm ayn ua. a Intertek 130 Derry Court * York * Pennsylvania * 17406 intertek.com/building PCA•125 Version: 6 Aprk 2017 on Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoard"14 Plank) .4.7 Page 11 of 22 Siding Type Siding Fastener' Face/Blind Effective Fastener Spacinq Framing Type Allowable Design Pressure " Building Height ft) I-ASCE 7 05Masia Winj S : MPHa ASCE•740Vnimate VAnd'S :MPHFrame/Horizontal in) Field in Exp:B : Exp,C Exp. Exp B Exp C jExp D 8.25" NichiBoard Aerosmith Fastening Systems, VersaPin Face 16 8.25 20 GA Steel 103.3 15 170 ; 170. 170 210 210 210 20 1701 170. 167: 210 210 21_0: 25 . 1=70': 17V 164 210 210 210' 30 170' 170i 161- 210, 210 208 40 170 170, 157, 210 210 203. 50 170 166 154' 2101 210 199 U 17.0s 163' 151; 210 210 195 ; 24 8.25 20 GA Steel 68:8 15 169:: 15& 139 210 198 180 20 169 149 136 210 193 176 25 169, 1461 13411 210 188 173 30 169I 143; 131? 210. 185 170 40 162A 139' 128 210 179 165 50 157, 136. 126 203 175 162. 60 153 1331 124 198 172 160. 9.25" NichiBoard n 6d Double HD MAZE Coil Nail Face 16 9.25 SPF 33.4 15 1.18 107 97'1 152 138 125: W 118;' 104 95i.' 152 134 122 - 25 118 102 93 152 131 120 30 118 ' 100 . 92 152 129 118 40 113 97 89 146 125 115 50 1>10, 94 - i88 141 122 113 00, 107' _ 93 86 S 138 120 111 OF 51.7 15 147 133 121 189 172 156 20 147. , 129 1,18% 189 167 152 25. 147 :.126 116 189 163 150 30`... 147,, 124.189.:.,:160 147 40" 141' 120 111 182 155 143 50 136.. 117 ..109 176 152 140 60 133'_ 115 107 172 149 138, 24 25 PF 22.3 15. 96'- 187. 124 . 113' 20- 124 .. 110 25- - 96 ': 124 107 30 96.: 124 40. 92. 1'19 50r:.,..'- 891 115- 60'', 1:13 OF u4 5` 15 , 126 109 99 154 140 127 20 120', 106, 96 154 136 124 25, 120%< 1,03,:.15 154: 133' 122. 30': 120.' 101' , 9V 154 131 120, 46 115; ; 98 91' 148 127 117 50 111-: 96 89 144 124 115 60_. 109.' 94 W 140 122 113 25" ichiBoard^- Double HD MAZE Asphalt & Fiberglass Shingle Nail Blind 12 9.25 16" SB 23.5 15:_:. :. 99,E 90 127 1:16 105 20- 99:" 87. 127 112 25 99 85 127 110 30 99 127 40, 95, ; 122. 50._- .. 92 118 60 90 116 G intertek 130 Derry Court a York a Pennsylvania o 17406 intertek.com/building PCA•125 Version: 6 April 2017 Ln Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardTm Plank) 1,4,7 Page 12 of 22 Siding Type Siding Fastener' Face/Blind Effective Fastener Spacing Framing Tyep Allowable , I I Design', ress' sPU- re Bulldlng Hel'iittg k, ASCE 7-05Znic , I p&&dI . AAffr&S'MPH ASCE 7-10,Uftimate So e6dI.. WindMPH Frame/Horiz ontalin) Field in Eip B!; Exp C Ex M ExP.B, ; EipZ -1 Eiwl), l 25" NlchlBoard74 Aerosmith Fastening Systems, VersaPin Face 16 9.25 20 GA Steel 92. 1 IS i- 170 I,170J-1611.: 210— 210 208 20 1170.,! 170,' 1.57, 210 210J 203 25. 170: J W I- i,155 1 .210 210 200 30, 196 T,17011- 160 148,'J Z% 207', 191 50, 111 170 J157. 1145-i 210 202 188, 170: ' 154', 143 210199, 185 24 9. 25 20 GA Steel 15. 160, 145,,' 131 206 187' 170 '1 W 160: 141 129, 206 182= 166 25:- —1 1601 1-1 38,! 126, L206, 178, 163 30 j W 1351 J 24. 2W 174 160; 40LF, J 1511 31, 21 1198=, AM 156 50' 14& ii12& 119' 192 165 153, M 145', 126 162 151 a Intertek 130 Derry Court o York © Pennsylvania a 17406 intertek.com/building PCA-125 Ve- sic-,): 6 April 20--7 Qn) Code Compliance Research Report CCRR-0258 Table 3 - Continued (NichiBoardTm Plank) Al Page 13 of 22 Siding Type Siding Fasteners Face/Blind Effoctive Fastener Spacing Frame/Horizontal Field (in) in) Framing ypea Allowable BAsign Pressures Building Height. ft),. ; ASCEJ;05iBasic Wind`=S MP z ASCE 7-10 Uidmate WtndtS a aMP EzpaB Ezp-C Elcp:D Exp1B Exp,C Exp;D 12" NichiBoard*" 6d Double HD60_. MAZE Coil Nail Face 16 12 SPF 25:81 103.:.. 94 85:: I' 134` 121t 1% 20.. 103 9.1 134, 1'18118 108: 25 :..: 103 89 134` 115, 106, 30• 103( 87 • i 134: 111 40 ` 99`: A 128T, 1101 50: 96' 124! 107s 60 194 12t 105, DF 39.8- 15 129 117 106i 166. 151. 137 20' 129x 113 104 16& 147 134i 25 '.? 1291 111 102: 166: 143 13V 30•. t 129 109i 100i 166 140. 129= 40 123i t106' 97' 1591= 136 126 50, 120' 1.01-, 96 154` 133. 123: 117 101v 94i 151` 131 121. 24 12 SPF 172 r.15 1M 25, 109':. 30 40 i 50 60 DF 266 15 105 95 87, 136, 123; 112 20 . 105, 93 136` 120; 109i 25 105. 91 13VT 117. 107 30„ , 105 89.: 1361 115„' 105,`1 40: # e,, 01' 86' 1301<.1,11' 126; 109' 60 123, 407, 12" NichiBoard°1 Aerosmith.€50,. Fastening Systems, VersaPin Face 16 12 20 GA Steel 71 0 15,:201' 183,, 179'. 25 170a 148 136 210 191 175; 30 A 1#Sti 133i 2401. 187 172 40 L 1 165, 1-4 130 210'; 182: i.168 i138 128- 206 r178 165--: 60 1;56 i '135s] 126r 201 175 162 24 12 0 GA Steel 47:3 15 140 121 116 s 181 164 4 149es 20 1_40,. I. 124,E 113-' s: 181. A O I46n 25 140 r 121 F 111181 x156 143 30 140 119 109 .:.181 153 141 40 .: 135 . i115=t 1`061` 1.74 ' 149 ,, 137 50 130 1:12', i104'' 168' 145'' 134-: , 127 . i,'M,, 103°` 164' 142 132' Notes: 1. NichlBoard- fiber cement lap siding may only be installed on vortical wells. Fasteners must be installed in a way that does not damage the board during Installation. Where necessary. pre -drilled holes may be used in combination with hand -nailed fasteners to avoid damage to the fiber cement product. 2. ASCE 7-05 Basic Wind Speeds are based upon occupancy category II, a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (GCpi) equal to +/-0.18, and an e#emal pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 1 ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (GCpi) equal to +1.0.18, and an external pressure coefficient (GCp) equal to -1.4, The effects of topographic features have not been considered and the wind speed has been liodtod to 2lomph. 4. The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. S. Fastener specifications for those used in testing are outlined in Table 7 of this Intenelt CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6. Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7. Framing and bracing arc beyond the scope of this evaluation report. a Intertek 130 Derry Court ® York o Pennsylvania ® 17406 intertek.com/building PCA-125 Version: 6 April 2017 on I Code Compliance Research Report CCRR-0258 Page 14 of 22 Panel Fasteners Fasteners acin Framing Type Framing pacing Allowabl6b6Mgnj: P u {( " Butldmg Height € ft .. 5Basic rid,S MPH i vitimate sini# S I PH • Perimeter in) Field (in} ExpBr pzC p D; p,B, ExpxG. rDr Double HD BRAZE Coil Nail 6 12 SPF Lumber 16"o.c. 28.7 15 ? 109, 199 90 , 141. ° 128' . 1113 20; 109„ 96.: 18 1 141 ' 124 1:13 25 " i 109 • 94 ° , 86 14'1 122 11;1 30 109 ; i° 92 .:. 141 1:19: 109 4,0 105,1 t 190.', , 135: 116 107 131 113.: 60` 128: 111'., Double HD MAZE aii Nail 8 SPF Lumber 16"o.c. 43.0" t 173; 157 , 142". 20 134= 118 ; 108 : 1 Z3 . 152 139: " 115.:'.:106: 173. s 149 ' 136 30:: : 134 . 1 13''_ 104: u 173° - 146 ' 134 ' i 40'66.:.' 142 ; 131 50 :. 124.,; 107, . 99.• s 160 13$, '' 128'- 60 121 105 98 157. 136 126r- 4"o.c. t 30:4` 15' 112 102._ 93 145 132 ..120, 99 91. 1 i5 128 : 197 '. 25 ° : _ 112' i<. d97 ' 89 r 1'45 1251 115• 87 145'. 423 .. 113`, 40• 108°' 92 ; 85 : 139 _ 119' 110; 50 = 10.5.: 90: 135: ° 116 108 60 , _, ` 102; t38 ' 132 1:14 106• , Double HD MAZE oii Nail 6 6 SPF Lumber 16"o.c. 573" 15""':199 181-< 164 " 154'J 136,4,124_. 199 : A76 25 , '; 154 ' 131' 122. 1W,1 172115'7 30 .`, r.:::130;, 154 120°J',-199° 1:68._; 5.0,_._ 143° 124.. 1,15 ? i.'105 1,60'. 1,'48=^; m 60 140,.° 1$1 157 46 4"o.c. 15x. ° - 130.1e18, t107 z 168_ 152s:: 138- 130, 11.5, 1,05 m 468 1'48;. 1.35 1' 2'' 103, t 168" 145 130 11.0,. 1A1.,. 68 40 ; 125;°, 107' 9$ 161 138': 127 ` 50 121; 104e.,,56.°. 134125 60,• 118 f 102`, 95 ._ 152" 132 , 123 Double HD MAZE Coil Nail 4 4 SPF Lumber 16"o.c. 5i9, 170 3 170., 156', 210 4;2% 201,- 20n 17,.0x 167-° 152,, E,:210 : 210 196'"i 1 163 :: 149}I 210. , 210" : 493' 30..,: 17,0 . 160, .: W147 = 2- 0:`" E „206:: 1'89 ` 1.70a 4. 155. , z.143 ..;a21:0 200 . 50 170t=„ 1.511- 140, 21:0..195` 60 17.0 149 r 138 210 1.92' 1:7,8•' 4"o.c. fi0:9 15__:, 159.4 205j 1.86::.,1.69 20 .,_.; x 1.59_r:._140vw 128s. 205 1.81 "° 1$5, 25, u . 159 r137. , 126,.E 30 . `' 159 `'; 134,, 124: i205 . 1.74: 1:59 3 4 19 8A,10156 148`, 127' 1.18 165. 152 ; 60, ` 144'~' 125 . 116' : 1`86 °'162' 150 130 Derry Court o York o Pennsylvania o 17406 intertek. com/building Intertek Verswm: 6 April 2017 PCA- 125 un) Code Compliance Research Report CCRR-0258 Table 4 - Continued (NichiPanelTM Sheet)14,7 Page 15 of 22 Panel Fastener 5 FastenerSpacing Perimeter in) Field (in) Framing Type Framing Spacing Ailowablei)esign 4 Pressure<(psfjp Suildin Height= C 745 asic Wln d MPH s fi 0.Zihmate sWindS :MPH ,- 6 EtcpC, Ezp D, Exp6 EzpC Exp' D 8d Masonite Siding Nails 6 12 SPF Lumber 16"o.c. 39:9 15, .:. 129" ; 11T j 1O6s., 166 . 151.`:. 137 20 129 114' ° 104 ; 1"66.. 147 ` 134. 25:. ,+ 129; ' m 111' ! 102,., 166.'.. 143 131 304 . 6 129 109. 3 1'OOP 166' 141"-:.:129 1361 126 50,... 120, 103 ; z96: x w155..:>33:; 123.: BO., 117 ' 10194 1151 ' 131 _ 122, 24"o.c. 112, 436 ; 120: 109 91 wu 1:36 T117 : 107 8 i a136. 115 ` 10511, 40m . M 101,,'. S& '- 130 50 1, 23 : 1.07 8d Masonite Siding Nails 8 S SPF Lumber 16" o.c. 15 ..> 15& 143.,., 130 _: 204.; i85. 168 , 20 1.58 i39 , 127 ; 20d .' 180 1.64 25. 1:76 ; 161" 123. 204 , 172. _ 158 4Q„: 151... 129..:.1;99_,.,1.95 167 151` BD 143 a124 115 785 18D' 149 ' 24" o.c.30 117. 106 166... 151:1:,137 129,..: 1'04. 1:66,, 147: 134, 25 --+ 129 111 • ; 102 . I'166 ; 1.43 : 131 . e 129a , 109 „ 1;00. 166 n 1.4;1 129. 4U_ W 106s,i 98ll,r 1;60 :..136, 126 50. 120 i 103..., 196 `, 155.,m 133t' 123 60:.. 117;,, 101 .:.``94 151 : 13'1` " 122 " 8d Masonite Siding Nails 6 6 SPF Lumber 16" o.c. 79;9 165r .` 150 z21O:. 210, r 194 170. 161 147 ry 210 ; 207 ' 189 ; 25r "—", 170: 57.; ?:1; 1 A4. „ 21;0 ? 203>.: 186' 30:: ! 170_ , 154 s 142 1 21.D' . 199 : 183 149 ! 13$ 210 193 ' 178 1, 69;" 135' 210 5 185 175'' A60 165 a 143` 133' 21,0 185:: 17 2, 24" o.c.1 16 i 15 , 3 149 135 123 X1:92 174° 158 ': w' 120, 192, F 169 . 155 25 11,5 ." 1.92 ; 166' : 152. ' a192 1`62: 149 : 40 ".: 143 122` 1.13 84' _ 1% 145 138:`: i' 119y 110., 179 , 154: 143' 60' 136- 117' 109 140 a intertek 130 Derry Court c York a Pennsylvania m 17406 intertek. com/building PCA- 125 Version: 6 ,April 201,7 Vol Code Compliance Research Report CCRR-0258 Table 4 - Continued (NichiPanelTm Sheet) 4,7 Page 16 of 22 Panel Fasteners Fastener Spacing Framing Type Framing Spacing lJ19W,10 q1POsigpi: Pressure soHeightp Building t Jft),-- ASc as MAn&S6aedIMPiW Face (B[apzt,Ekp,,D,' ASCE 740,Ultimate JAMid needi(MOW. B*8 Face ExpjD Perimeter in) Field (in) 8d Masonite Siding Nails 4 4 SPF Lumber 16"O.C. 119:8 15 70- 1701W-170.," 210'1210,;210 20, 1,70", IA;ZO:.: 22% 1210: 21'0 1703, 11 TM 4210' 2% 21 & 10 IM 170" 170',I 210 -1 1210 : 210 170 I WJ 21'0,, 210 I '210' i, 50'-, C170. 17a, 66ii 210,1 210-1, 210 f, 1,70A', A,63J i-ITO 210 t 21'0, 24" o.c. 78 9 15" I 70" 166-" 450 O. 210, 1 194 20- IM 16,1'.:, 147-!;,,'21.0 207-1_189 25 170.1 144; 210, 203• 186:1 1, 70I;. 154-t 1421 210 J99-, 183 40— 1,701.1,' 149` 138 ZI Oi 193, 178 i50: 135, 0 1,188" 175 60' 165;1', 143,'['133 f:210, 186 172 a Intertek 130 Derry Court e York a Pennsylvania o 17406 intertek. com/building PCA- 125 Version: 6 Awil 2017 on I Code Compliance Research Report CCRR-0258 Table 4 - Continued (NichiPanelTM Sheet)1.4,7 Page i? of 22 Panel Fasteners Fasteners acin Framing spacing i Allowablel ign' a Pre sure=(psf) Building Helgbt°? ft), as c swindSpeed (MPH} 10-U mate Wind Speed (MPH) Perimeter in) Field in Framing Type Exp 6 r Y G, Ei p 0 FaKpEB Ex{iiq Ekob Grabber #8 Flat Wafer Head Screws 6 12 SPF Lumber 16"o.c. 55:9' j2Cr 1 7. t 179` 1 1_ 152 : f:`134 .' a'123 197 173 - 166=- 25, ..,; 152' ; 131 ' ; 120 197, a 170r' t156 30- " 152 129 118: 197 166; 153t .. 40 146 125 , 1 115 169-. 161; .: ; 149. W0 s` 142' 122 _. 113 .c 183' 158 `::146' 80 138' ''120 111 ,. 179, 155= 14,V 24"o.c. 37.3 1 6 132 20; 124' ., p''110 100 ; f--161+ ; 14z: 129, 25= 124; 107 1,6T 1 139,. 127 30 124 si 105 r197 1611 136 .: 125 : 40 1;19 i,,IM2 , 94 1S4. .;;132' t ,122 50 • .E 116- . Ico , 92 , , 149 129 179 ; 20GA Steel 16"o.c. 48;5, M 14i 17 114 163:' 162 148 25, x_; 142 ,; 123° 1,IZ 181,' , 158 145 30 142 120 183: 155. =142, 108.....176= 150 :. 139 e170 : 147 _ 136. 60' 12W 112 404 166t' 144 134- 24 O.C. 32¢s a,ve i IjC s 20 , = 116 102 93: a 150: a .132, ; 121 zs 116 100 ,.r`z92 150: E 129 <, 1.18 ; 127 116 40„, fit-, t. ,95, , ; 1, 88- .., 144: " 123 -- 50• 60, 105, 91 138` 118 109" Grabber#8 Flat Wafer Head Screws 8 SPF Lumber 16"o.c. 20P, ... 170.. a.. 75o. , 110ix 210'.i 194 24F 206." ! 190:. f 3Q - 170 158 145 210s 204,-' 187.;' 40 a7OL111.. 153 _ 14h• 210i 198'; a 182'-': 1sa'. 179 60 -'• 169 147 136, 210 190,_• 176r 24'b.C. r-rs' 20. :..'i 152 i,:.134''. m123, L19T 17T T 1W 3120 497 W 170:- A56: 152 t 129 f.-19 19 166 is3; 1as 7a.122 193 . r183 158' s14g y ,60 1,38 120 111 1,79;.. 155;. 144 20 GA Steel 16 O.C. 7285 ; l 20 170 153 tao 216: 198€ 1e1 170_..: 1s4_ + 77. 30 a 170 147 1 136 216- 1k0 r 50 .-., 162..,. 139= _ t, 12g,_ 209- . 180"_. T ' A 24"o.c. 485• 20= ..: 142 a w12s... 114J f&3::. 162.. 146_ 25.'. F123 o,AI2J 183,; 158;. 145. 30 ti 142 12ti 110 183 155': 1'42. 178, I50,. 139 147 136. 112 104, 1..i18B 144.A vk 130 Derry Court ® York o Pennsylvania o 17406 intertek.com/building Intertek Version: 6 April 2017 PCA-125 on Code Compliance Research Report CCRR-0258 Table 4 - Continued (NichiPanelTM Sheet)'.4.7 Page 18 of 22 Panel Fasteners Fasten Sr)acinq Framing Type Framing Spacing Allowable Design t Pressure (psf) Building Height ft) 7-05Basic WindSpeed! MPH)'. 7- 0 Ultimate Wind Speed•(MP.H)3 Perimeterin) Field in Exp6- p C; ExpD EzpBExp C Ezp D Grabber# 8 Flat Wafer Head Screws 6 6 SPF Lumber 16" o.c. 111.8 20 170 f 170: 170 210, 210 210 25 170 ; 1.70 1.70 210 210 210 30 170' .:-170 167.: 210 210 210 40 170 170 163..210 210 210 50 170.. 170 160.: 210 210 207 so . .: 170'' 170.:. 158 2_,% 21.0 . 203 - 24" o.a 74.5 2a 170 155 142 . 210 200 1'83 25 170, 152 139 210 196 180 30 170 ' 149. 137 210- 192 176 40 169 : 144 1331. 210 186 17-2 so• 16C.i 141 .. 13:1. i 10 . 182 169, 60 I 160..0 138;' i 1'29 206. 1:7.9- 166- 20 GA Steel 16" o.c. 97.0 2D 170 " 170, 162 2=10- 210 209 25 1=7.0: 170 1591 210 210 205 30 170 . 170.. 156. 210 210 201 40 170 , 165 152 . 210 210 1.96 5o 170. t 1.61:. 149 210 208 1 192 60. .; 1701, 158> 147 21 : 204. 189-' 24" o.c. 64,6 i.-, 20. 164-: i* =:145 A 132, 240 . 187 1+70 25 164 ' 141. 130, 210 183 167 ` 30 164. - 138 127 210 179 164 40 157 1 134 124 201 174 160 A so . 1152. 131; 122 A 97 170 : 157 - i 149 1 129ii i 12 . 192.,167 156 Grabber # 8 Fiat Wafer Head Screws 4 4 SPF Lumber 16" o.c. 136.0 170,'! 170 . 1.7.0240 210 210 25 170' .. 170, 170 • 210 210 210 30 170 170 17.0 240 210 210 40 170 , i' 170 170 210 210 240 so A70>' i..170. 170. 210 1 .210.. 210. 170 ! K1?0°; 1,70- i 210 210 210 24" o.c. 90:6 m 170 W 1r7=0. 156.: 2=10:: 210 25 170 ' 167 : 151; 210 210 198 3o 170 : 164. 151- 210 210 195, ao 17.0' 159 1 147.: 240- 206190 5o. . 170 sT 156. 1 144%; 2-10.. 201_ ' 186 D- - L 170.. 153: i 442 210: 1197 183: 20 GA Steel 16" o.c. 136.0 9 20 170 170.. 170 1140, 24.0, 210 zs . .: 170 - a 170" 17.0 210 ...210 210 , 30 170 . 170: ' 170 210 . 210 210 4o. , 470 1_ 170._ 170 : 21'0. 210 210 50 170.= 17.0:-; 170.E 210 : 210 210, 6o.- .: 170.. 17.0:,:.170 11 i:21.01 210 2.10-.: 24"o. c. 90•6 47 , 160 : t 0 -_ 2b' 17. 0 iZ170 156: i 12- 210 : 202 ` 25. 3. 7.0A'167153 210- 210 198 30 170.: 164 ' 151 . 210 210 195 40 170 I 159 147. 210.. 206 190 so: _ 170_ i 156: ; 144, ' 210 : 201 186 6a:. 170 3 1'53 . 142 210 1 197 183 a Intertek 130 Derry Court o York o Pennsylvania o 17406 intertek.com/ building PCA-125 ire; siory 6 April 2017 Code Compliance Research Report CCRR-0258 Table 4 - Continued (NichiPanel"m Sheet)1,4'7 Page 19 of 22 Panel Fasteners FastenerSpacingBwldmg Perimeter Field ( in) in) Framing Type Framing Spacing A! i`owable l3eslgn " PressureS( psfj s Helght> ft 7- 05 ste z d ` d- P 7= 0 tfmate. 1fA . s Fac 4B: G: F-z D: B G iD Aerosmith Fastening Systems, VersaPin 6 12 20 GA Steel 16" o.c. 29.3 15 ' 110 .t 1M, 1 '91 _ 142_' 129 ° 117 20 ,:. 110 , ig7 89 142 126 115 25 110 . 95 . " 87 142 123. 1`13 ' 30. :# 110 93 i 86 142 120: 11`1+ J- 37 i 117 108 50 _ i i1 OZ 88' ; 132 114 " 106 10Ot s'87 ..,_ 129,,' 112 Aerosmith Fastening Systems, VersaPin 8 8 20 GA Steel 16" o.c. 43i9, 15:. 135; ' 123..: 111= ; 174, I 158 144 20' ` 135 J' ,9; ; 1:09 ; 1,74 " 154: 140 25 :; 135 117 907 174 150 ' 138 30 135 114, 1;05 174 , 147.: 135`. 40, 130 f 111_ T r102 1.67 1 143X 132 50 . "; 126 ° 108 ': 100 = 162 140 129a 123 ;` 106 " 99, ., 158„ 1 127. Aerosmith Fastening Systems, VersaPin 6 6 20 GA Steel 16' Vc. 5815" 15, 156.. 141., 4L,129.' 2014 181 1:66 ' 2D ' 156. 1 i .:137 126 ' 201 1 17$ 25 1 156 135123 201 174 " 159 30 ,- 156_. 132 121 201 470v 156' 40_ 150., 128,.,. 118 ..1:91' 1 65_. 152.E 50.'. z 145' ' 126 116:: 187 161:.. 149' , 60.. ' 141 123_ 114: 183_ 158 147.' Aerosmith Fastening Systems, VersaPin..122, a 4 4 20 GA Steel 16" o. c. 87.9 15..J 17.0 : i";170 . 1:58.:..2;10 F 210 203,; r21 :.# 170:.; 25.' = 170',' J 165 ` 15, E"21:0 210_---1,95 t 30; _ 170 , 161 .. 148 ; J21:0 208:,' 191 170°° w' 157...145 21"0 ,.: 202A 187 170.,1 153. , 142 1121U IW 183 : 60,__ _+ 170.$ f"s:150 , 940 „ 1210 194> - 1.80 ' 24"o. c. 15._ 122 _%:; 710«.:'1'QO.a 67.r_ i43 129 = 25. s 122'1,05 9fi w157.° :.136`.; 124: ` 157 ..1. 33_, 122 117xiA00°,.:'92..:: 151.,.129.E,119:- 50' ` :: 113,, . 98 90 146 n126 ,, 117 14 1 124 : 115 Notes: 1. Nichilaanet- fiber cement flat sheet siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary, pre -drilled holes may be used in combination with hand -nailed fasteners to avoid damage to the fiber cement product. 2. ASCE 7.05 Basic Wind Speeds are based upon occupancy category 11, a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (Gcpi) equal to 0.18, and an external pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3. ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor (Kd) equal to 0.8S, an internal pressure coefficient (Gcpi) equal to+/-0.18, and an external pressure coefficient ( GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4. The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5. Fastener specifications for those used in testing are outlined in Table 7 of this Intertelt CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6. Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7. Framing and bracing are beyond the scope of this evaluation report. 0 Intenek 130 Derry Court o York o Pennsylvania m 17406 intertek.eom/ building PCA-125 Vtrsicn: 6 40 201-7 on Code Compliance Research Report CCRR-0258 Page 20 of 22 SidingTType Siding Fasteners Face/Blind ffectiveFastenerS acin Frame/Horizontal Field (in) in) Framing Type Allowable Design aPressure Building Height : f7 c: ' z; nd S : dP ma nd S PH B, p C• P`Di p,B p C p D ichiStraightl / ichiStaggeredT" d Double HD MAZE Coil Nail Blind 12 625 16' OSB 23 5 15 9 1 0. 128' ;1-16 105 20 ...a 9.. 7 U& ;1.13' 25 9' 5 128 110 30 9 128 108 40 5 122 50 2 119 1 — 60 0. 116 16 625 PF 35:9 15 122: :111 01. s158 143 30. 20 .x122. 108. .9& 15& 1139 127 -. . 25 122' '.-'105 6 ; 158 .136 125. 30 122 03 5 158 133 22 40 1:17" 100 2 151, 129 19 50 113 8 . 1. 146 126 117 60 1t:1 ,198 9, _:143 1124 M15 24 625 SPF 2319 15 100- .: 0 129 :117 A06 20 100' i 88 129v 113 25 r 1.00 .86 5 129 111 30 100 129 109 40 96— 123 106 50 RI 120 60. 0. 117 ichiStaggered ichiStaggeredT" 6d RingShank Double HD MAZE Coil Nail Blind 12 625 SB OSB24. 9 15 102 2 i 131 119 08 20 102' 0 131 116 106, 25 102. s'88 131 113 30 1'02 .:B6 131 111 40 . 8 126 .108 50 5 122 105 ichiStraightl/ ichiStaggered"' 8- 18 Wafer Head ROCK - ON' Screws Blind 2d 625 0 GA teel 49: 6 t( 5_ '144_fi3d.118a"1$5::168 1'53L_: 20 144 : 127 116`- 185. .163 149 25 1: ° 12a 1_4' : 185: 160 4 30 ' 1'44 121 1i12. _ 185 157 1" 40 38: 118 .109 178. 152 140 50 133 . 115 i 1.07. _ 172 149 .138 60' ; 1'30' 13 .105 168 146 36. notes: 1. NichiStraightT /NichiStaggeredT" Lap Panel fiber cement siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary, pre -drilled holes may be used in combination with hand - nailed fasteners to avoid damage to the fiber cement product 2. ASCE 7-05 Basic Wind Speeds are based upon occupancy category II, a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (Gcpi) equal to +/-0.18, and an external pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3. ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (Gcpi) equal to +/-0.18, and an external pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4. The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5. Fastener specifications for those used in testing are outlined in Table 7 of this intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6. Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7. Framing and bracing are beyond the scope of this evaluation report. 130 Derry Court a York a Pennsylvania a 17406 intertek. com/building Intertek Version: 6 lwrll 2017 PCA- 125 on I Code Compliance Research Report CCRR-0258 Page 21 of 22 Table 6 - Design Loads for Negative Transverse Wind Load (NichiShakeTm Shingles)1,4,7 Siding Fastenor5 Fasteners per Shako Sheathing Type Allowable Design Pressure; a Building eight (f) ASCE 7;05 Basic ' 2 CE 740 Ultimate 1/4" Width 1/4" Width 12- Width 3B Cr3.1 B: C D Double NaECo11Nail 2 2 3 16"OSB 30.6 15 1i13. _ .= 102 146. 132 120, 20 1;13._.. 9 1.`46 `128 1=17 25. : 113 , =.` 7. 146. 126 t15 30, 1:13-_ 5 146' 123 113 40 108 . 3 140 119 1.10 50 105. 0135 11.7 108 60 102 169 132 1115 1106 Notes: 1. NichiShake— fiber -cement shingle siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary, pre -drilled holes may be used in combination with hand -nailed fasteners to avoid damage to the fiber cement product. 2, ASCE 7-05 Basic Wind Speeds are based upon occupancy category II, a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (GCpi) equal to +/- 0.18, and an external pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3. ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor (Kd) equal to 0.85, an internal pressure coefficient (GCpi) equal to +/-0.18, and an external pressure coefficient (GCp) equal to -1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4, The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. S. Fastener specifications for those used in testing are outlined in Table 7 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6. Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7. Framing and bracing are beyond the scope of this evaluation report. a intertek 130 Derry Court a York m Pennsylvania o 17406 intertek.com/building 47Z: . PCA•125 Version: 6 April 201-7 ov- Code Compliance Research Report CCRR-0258 Page 22 of 22 Siding Fastener Length Head Diameter in) Shank Diameter in) Materi f2,3 Siding Types Minimum Fastener Penetration into Material in Fastener Withdrawal Value.(lbs) 6d Double HD MAZE Coil Nail 2 0.237 0099 SPF NichiPanelTm 111/1, 42.2 NichiBoardTM Face 13/8 34.4 NichiBoardTM Blind 1"/,s 42.2 NichiStraightT"/ NichiSta eredTM 13/e 344 DF NichiBoard.TM Face 1a/ 53.1 NichiBoardTM Blind 1"/ 65.2 7/16" OSB NichiStraightT"/ NichiSta eredTM Ths 16.9 T/,s" OSB NichiShakeTM s 16.9 2.5 0.236 0.097 SPF NichiBoardTM Face 17l 45.9 NichiBoardTM Blind 23/,s 53:6 6d Ring Shank Double.HD MAZE Coil Nail 2 0.233 0.105 SPF NichiFrontierTM Face 1'/ 29.8 NichiFronfierTM Blind 191 41A 7/16" OSB NichiStraightTm/ NichiSta eredTM T/,s 17.9 SYP NichiFrontierTM Face Jill,46.1 NichiFrontierTM Blind 19/16 64:0 8d Masonite Sidinq Nails 2.5 0,313 0.118 SPF NichiPanelTm 23/ 65.2 Double HD MAZE Asphalt Fiberglass Shingle Nat 1.75 0.365 0.125 SPF NichiBoardTM Face 1'/ 35.5 NichiBoardTM Blind 17/1 45.4 SYP NichiBoardBlind 1 ! 70.1 T/, s" OSB NichiBoardTM Face 7116 21.3 NichiBoardTM Blind T/is 21.3 Double HD Grip Rite Roofing Nail 2. 5 0.383 0.125 SPF wl OSB NichiFrontierTM Face 15/ 51:3: NichiFrontierTM Blind 2'/1s 651. 1. 75 0.362 0.125 7/s" Ogg NichiFrontierTM Face T/ 213 . NichiFrontierTM Blind T/19 21.3 Grabber98 Flat Wafer Head Screws 1. 625 0.406 0.166 SPF NichiPanelTm 1511r 85:0 20 GA Steel NichiPanelTM 8$:3 Aerosmith Fastening Systems, VersaPin7 1. 5 0.301 0.106 20 GA Steel NichiPanel' rm 94.7 NichiBoardTM Face 94.7 NichiBoardTM Blind 94:7 1. 375 0.251 0.107 20 GA Steel NichiPanelTm 94.7 8- 18 Wafer Head ROCK- ONT" Screws° 1. 625 0.395 0.162 20 GA Steel NichiFrontierTM Face 95:0 NichiFrontierTM Blind 95.0 NichiStraightTM/ NichiSta eredTM 95. 0 Aerosmith Fastening Systems, SurePin9 1. 25 0.300 0.145 Concrete Block NichiBoardTM ( Face) 3/4 233.1 2 0.300 0.145 Concrete Block NichiBoardTM Blind 1 ! 233:8 NichiStraightTu/ NichiSta eredTM 1/ e 233.8 Notes: 1. SPF (Spnrco-Plno-Fir) framing material is assumed to have a Specific Gravity of 0.42 or greater. 2. OF (Douglas Fir) framing material is assumed to have a Specific Gravity of 0.$ or greater. 3. OSB sheathing material is assumed to have a Specific Gravity of 0.5 or greater. Where fasteners are installed through OSB sheathing into SPF studs, a Specific Gravity of 0.42 shall be assumed for the entiro fastener penetration depth. 4. SYP (Southern Yellow Pine) framing material is assumed to have a Specific Gravity of 0.5 or greater. 5. Altemadvo fasteners must meet the minimum head and shank diameters listed in Table 8. The required length and withdrawal capacity shall be detomdnod by trio design professional of record in accordance with the requirements of Table 3.4. 5. 6, and 7 of this Intenek CCRR. 6. Fastener pull-out capacity based on manufacturer (Grabber Construction Products, Inc.) technical data shoot and a safety factor of 3. 7. Fastener pull-out rapacity based on PEI Product Report PER-06014 and a safety factor of 3. 8. Fastener pull-out capacity based on ITW Buildox and Illinois Tool Works, Inc. Product Report No. 02722 and a safety factor of 3. 9. Fastener pullout capacity based on PEI Product Report PER-07021 and a safety factor of 5. r• 130 Derry Court o York o Pennsylvania o 17406csir„ intertek. com/building Intertek Version: 6 April 2017 PCA• 125 2/8/2018 Florida Building Code Online s% x J .., BCIS Home li Log In User Registration Hot Topics ; Submit Surcharge Stats & Facts : Publications FBC Staff ' SCIS Site Map € Links ! Search d, brjp llp Product Approval M 'i USER: Public User Product Approval Menu > Product or Apr.Bcation Search > gp lration List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory FL10124-R20 Revision 2017 Approved GAF 1 Campus Drive Parisppany, NJ 07054 800) 766-3411 mstieh@gaf.com Robert Nieminen lindareith@trinityerd.com William Broussard 1 Campus Drive Parsippany, NJ 07054 800)766-3411 TechnicalQuestionsGAF@gaf.com Roofing Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the 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 Robert Nieminen PE-59166 LIL LLC 10/20/2018 John W. Knezevich, PE q' Validation Checklist - Hardcopy Received FL10124 R20 COI 2017 01 COI Nieminen.odf Standard ASTM D1970 ASTM D3161 ASTM D3462 ASTM D7158 TAS 107 Year 2015 2016 2010 2011 1995 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquracBeVCbdMONZD6Zesy3BoOyLwXhMdCmfpylEOIVYCA%3d%3d 1/2 2/8/2018 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products FL # Model, Number or Name 10124 1 GAF Asphalt Roof Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Refer to ER, Section 5. Method 1 Option D 09/20/2017 09/27/2017 09/28/2017 12/12/2017 Description Fiberglass reinforced 3-tab, laminated, 5-tab and hip/ridge asphalt shingles.__.. Installation Instructions FL10124 R20 II 2017 09 FINAL ER GAF Asphalt Shingles FL10124-R20.pdf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL10124 R20 AE 2017.09 FINAL ER GAF Asphalt Shingles FL10124-R20.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Safe hops:llwww.floddabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquracBeVCbdMQNZD6Zesy3BoOyLwXhMdCmfpylEOlvyCA%3d%g3d 2/2 fF JTRINII'YIERD EVALUATION REPORT GAF 1 Campus Drive Parsippany, N1 07054 800) 766-3411 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 203)262-9245 Evaluation Report 01506.01.08-1122 FL10124-1120 Date of Issuance: 01/03/2008 Revision 22: 09/20/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: GAF Asphalt Roof Shingles LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinityI 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 6. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 ti.,,p` The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 09/20/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i aTRIP 11TY 1 ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: GAF Asphalt Roof Shingles, as produced by GAF, have demonstrated compliance with the following sections of the 6eh Edition (2017) Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. STANDARDS: Section Property Standard Year 1507.2.4 / 1507.1.1, Physical Properties ASTM D1970 2015 R905.2.3 f R905.1.1 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2010 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161 2016 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D7158 2011 1507.2.7.1, R905.2.6.1 Wind Resistance TAS 107 1995 3. REFERENCES: Entitt Examination Reference Date GAF (PDM 1915) Letter of Equivalency Seal -A -Ridge Impact Resistant IR 01/13/2012 PRI (TST 5878) Physical Properties GAF-025-02-01 03/27/2002 PRI (TST 5878) ASTM D3462 GAF-059-02-01 09/02/2004 PRI (TST 5878) ASTM D3462 GAF-080-02-01 05/25/2005 PRI (TST 5878) Physical Properties GAF-324-02-01 12/01/2011 PRI (TST 5878) Wind Driven Rain GAF-407-02-01 01/21/2013 UL (TST 1740) ASTM D3462 93NK6295 11/29/1993 UL(TST 1740) ASTM D3462 99NK43835 01/12/2000 UL (TST 1740) TAS 107 94NK9632 03/29/2000 UL (TST 1740) ASTM 03462 OINK06632 02/02/2001 UL (TST 1740) ASTM D3161, TAS 107 01NK9226 05/21/2001 UL (TST 1740) ASTM D3161 01NK37122 12/18/2001 UL (TST 1740) ASTM D3462 01NK37122 12/19/2001 UL (TST 1740) ASTM D3161, TAS 107 02NK12980 04/10/2002 UL (TST 1740) ASTM D3161, TAS 107 02NK30871 09/09/2002 UL (TST 1740) ASTM D3161 03CAS367 03/11/2003 UL (TST 1740) ASTM D3462 03NK26444 10/17/2003 UL (TST 1740) ASTM D3462 04NK13850 06/07/2004 UL(TST 1740) ASTM D3161 04NK13850 06/23/2004 UL (TST 1740) ASTM D3161 04NK30546 03/10/2005 UL (TST 1740) ASTM D3462 04NK22009 05/06/2005 UL (TST 1740) ASTM D3161 04NK22009 05/09/2005 UL (TST 1740) ASTM D3462 05NK27924 02/10/2006 UL (TST 1740) ASTM D3161 OSNK27924 02/11/2006 UL (TST 1740) ASTM D3161,D3462 06CA18077 06/05/2006 UL (TST 1740) ASTM D3161,D3462 06CA18074 06/16/2006 UL (TST 1740) ASTM D3161,D3462 06CA35251 10/18/2006 UL (TST 1740) ASTM D3462 06CA31603 12/01/2006 UL (TST 1740) ASTM D3161,D3462 06CA41095 12/27/2006 UL (TST 1740) ASTM D3161 07NK05228 03/13/2007 UL (TST 1740) ASTM D3161 06CA31611 04/04/2007 UL (TST 1740) ASTM D3161 06CA61148 04/09/2007 UL (TST 1740) ASTM D3161,D3462 07CA31742 11/08/2007 UL (TST 1740) ASTM D3161, D7158, D3462 08CA06100 03/13/2008 Exterior Research and Design, I.I.C. Evaluation Report 01506.01.08-11122 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON.HVHZ EVALUATION FL10124-R20 GAF Asphalt Roof Shingles Revision 22: 09/20/2017 Page 2 of 6 f' e N1111 RINITYIERD Ent Examination Reference Date UL (TST 1740) ASTM D3161, D3462 07CASS908 04/01/2008 UL (TST 1740) ASTM D3161, D3462 09CA10592 03/26/2009 UL (TST 1740) ASTM D3161,D3462 09CA06856 05/15/2009 UL (TST 1740) ASTM D3161,D7158,D3462 09NK06647 08/01/2009 UL (TST 1740) ASTM D3161,D7158,D3462 09CA27281 08/27/2009 UL (TST 1740) ASTM D3161,D7158,D3462 10CA35554 03/05/2010 UL(TST 1740) ASTM D3161,D7158,D3462 10CA13686 05/15/2010 UL (TST 1740) ASTM D3462 10CA07264 05/27/2010 UL (TST 1740) ASTM D3462 10CA11953 10/29/2010 UL (TST 1740) ASTM D3161,D7158,D3462 1ONK11951 10/30/2010 UL (TST 1740) ASTM D3161,D7158,D3462 1ONK12070 11/04/2010 UL (TST 1740) ASTIVI D3161,D7158,D3462 08CA06100 01/30/2010 UL(TST 1740) ASTM D3161,D7158,D3462 10CA53934 03/31/2011 UL (TST 1740) ASTM D3161,D7158,D3462 11CA48924 10/22/2011 UL (TST 1740) ASTM D3161,D7158,D3462 11CA47919 12/03/2011 UL (TST 1740) ASTM D3161,D7158,D3462 11CA48408 12/08/2011 UL (TST 1740) ASTM D3161,D7158,D3462 11CA48725 12/09/2011 UL, LLC. (TST 9628) ASTM D3462 12CA34891 10/12/2012 UL, LLC. (TST 9628) ASTM D3161,D7158,D3462 12CAS8151 02/15/2013 UL, I.I.C. (TST 9628) ASTM D3161 12CA38083 02/26/2013 UL, LLC. (TST 9628) ASTM 03161 13CA32332 06/18/2013 UL, LLC. (TST 9628) ASTM D3161 13CA37934 08/02/2013 UL, LLC. (TST 9628) ASTM D3161,D7158,D3462 4786875675 07/17/2015 UL, U.C. (TST 9628) ASTM D3161,D7158,D3462 4787434542 05/17/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Mobile, AL 10/25/2016 UL, I.I.C. (QUA 9625) Quality Control Inspection Report, R21, Myerstown, PA 10/20/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Tuscaloosa, AL 11/11/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Michigan Cty, IN 11/01/2016 UL, U.C. (QUA 9625) Quality Control Inspection Report, R21, Shafter, CA 11/17/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Savannah, GA 11/11/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Minneapolis, MN 10/25/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Mt. Vernon, IN 10/25/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Baltimore, MD 10/21/2016 UL, I.I.C. (QUA 9625) Quality Control Inspection Report, R21, Tampa, FL 11/17/2016 UL, I.I.C. (QUA 9625) Quality Control Inspection Report, R21, Dallas, TX 11/04/2016 UL, I.I.C. (QUA 9625) Quality Control Inspection Report, R21, Ennis, TX 11/03/2016 UL, LLC. (QUA 9625) Quality Control Inspection Report, R21, Fontana, CA 11/01/2016 4. PRODUCT DESCRIPTION: 4.1 Asphalt Shingles: 4.1.1 Marquis® WeatherMax", Royal Sovereign® and Sentinel® are a fiberglass reinforced 3-tab asphalt roof shingles. 4.1.2 Camelot®, Camelot® 11, Fortitude'', Glenwood'', Grand Canyon®, Grand Sequoia®, Grand Sequoia® IR, Grand Sequoia® ArmorShield'"', Monaco®, Sienna®, Timberline" American Harvest®, Timberline'° ArmorShield' II, Timberline® Natural Shadow®, Timberline HD®, Timberline® Cool Series", Timberline Ultra HDI and Woodland® are fiberglass reinforced, laminated asphalt roof shingles. 4.1.3 Slateline® is a fiberglass reinforced 5-tab asphalt roof shingle. 4.2 Hip & Ridge Shingles: 4.2.1 Seal -A -Ridge® Ridge Cap Shingles, Seal-A-Ridgell IR Impact -Resistant Ridge Cap Shingles, Seal -A -Ridge® ArmorShield' Ridge Cap Shingles and Timbertexl Premium Ridge Cap Shingles are fiberglass reinforced, hip and ridge asphalt roof shingles. Exterior Research and Design, I.I.C. Evaluation Report 01506.01.08-R22 Certificate afAutharkaffon #9503 6.. EDITION (2017) FBC NON-HVHZ EVALUATION F1.10124-1120 GAF Asphalt Roof Shingles Revision 22: 09/20/2017 Page 3 of 6 1 TRIi'Ili-` I ERD 4.3 Accessory Starter Strips: 4.3.1 Pro -Start" Eave/Rake Starter Strip Shingles and WeatherBlockerT"I Premium Eave/Rake Starter Strip Shingles are starter strips for asphalt roof shingles. 4.3.2 QuickStart® Peel & Stick Starter Roll is a is a mineral -surfaced, fiberglass -reinforced, self -adhering SBS modified bitumen starter strip, nominal 9-inch x 33 ft roll, for use with asphalt shingles with exposure of 6- inch or less. 4.3.3 StarterMatchTM' Starter Strip Shingles are color -coordinated starter strips for use with Grand Canyono and Grand Sequoia'° series asphalt shingles. StarterMatch'" are installed as the second starter for Grand Canyon® and Grand Sequoia°' series installations. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 The GAF asphalt shingles noted in Section 4.1 are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for use in all wind zones up to V,,d = 150 mph (V,,,t =194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 The GAF hip & ridge shingles noted in Section 4.2 are Classified in accordance with FBC Tables 1507.2.7.1 and 11905.2.6.1 to ASTM D3161, Class F, indicating the shingles are acceptable for use in all wind zones up to V,,d =150 mph (V,,,, =194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.3 Classification by ASTM D7158 applies only to exposure category B or C, as defined in FBC 1609.4.3, and a mean roof height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.5 All products in the roof assembly shall have quality assurance audit in accordance with F.A.C. Rule 61G20-3. 6. INSTALLATION: 6.1 Underlayment: 6.1.1 Underlayment shall be acceptable to GAF and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 611320-3, per FBC 1507.2.3,1507.2.4 or R905.2.3. 6.2 Starter Shingles or Starter Strip: 6.2.1 Installation of Pro -Start Eave/Rake Starter Strip Shingles, WeatherBlocker Premium Eave/Rake Starter Strip Shingles and QuickStart Peel & Stick Starter Roll shall comply with the GAF current published instructions. 6.3 Asphalt Shingles: 6.3.1 Installation of asphalt shingles shall comply with the GAF current published instructions, using minimum four 4) nails per shingle in accordance with FBC 1507.2.7 or R905.2.6, with the following exceptions: Camelot, Camelot 11, Grand Canyon, Grand Sequoia, Grand Sequoia IR, Grand Sequoia ArmorShield, and Woodland require minimum five (5) nails per shingle. Slateline requires minimum six (6) nails per shingle. 6.3.2 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.3.3 Where the roof slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are required. Contact the GAF for details. Exterior Research and Design, LLC. Evaluation Report 01506.01.08-R22 CertficoteofAuthorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL10124-R20 GAF Asphalt Roof Shingles Revision 22: 09/20/2017 Page 4 of 6 TRINITY; ERD 6.4 Hip & Ridge Shingles: 6.4.1 Installation of Seal -A -Ridge Ridge Cap Shingles, Seal -A -Ridge IR Impact -Resistant Ridge Cap Shingles and Seal -A -Ridge ArmorShield Ridge Cap Shingles shall comply with the GAF current published instructions with a minimum two (2) nails, minimum 3/8-inch head diameter, per shingle and nominal 0.25-inch diameter beads of Henkel "Loctite PL S30 Roof & Flashing Sealant". 11.5" Sealant 1, (292 mm) 1" Sellante 25 mm) (25 mm) Enduit d'6tancl)646 r. i ® 12' Nail -- ( 305 mm) Clavo 6 5/8' . 7 5/8' Clouer 068. 194 mm) 12* 305 mm) 6.4.2 Installation of Timbertex Premium Ridge Cap Shingles shall comply with GAF current published instructions with a minimum two (2) nails, minimum 3/8-inch head diameter, per shingle and beads of Sonneborn NP1 Gun Grade Polyurethane Sealant or Henkel PL Roofing and Flashing Sealant. 14J t F II292j rani) 25 rani G- 122s7 t~lm: Sealalll Sn l:snl0 rndutt .-1'cs~ melba r 3,3s sera i 12` 3C5 Mm') 6.4.3 Fasteners shall be in accordance with GAF published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Exterior Research and Design, LLC. Evaluation Report 01506.01.08-1122 Certglcote o/Authodlrat/on #9503 6'" EDITION (2017) FBC NON-HVH2 EVALUATION FL10124-R20 GAF Asphalt Roof Shingles Revision 22: 09/20/2017 Page 5 of 6 PfINIT' E ERD 7. LABELING: 7.1 Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (847) 664-3281 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 01S06.01.09-R22 Certl/lcateojAuthorl:ation#9503 6" EDITION (2017) FBC NON-HVH2 EVALUATION FL10124-R20 GAF Asphalt Roof Shingles Revision 22: 09/20/2027 Page 6 of 6 n CITY OF SANFORD BUILDING &-.FIRE aPREVENTION PERM IT"APPLICATION Application No: Documented Construction Value: S Job Address: - Historic District: Yes bNo: Parcel ID: ResidentiaQ Commercial L , Type of Works New§q Addition- Alteration Repair Demo Change of Use P Move 1i I Description of Work: n5#'`ti p'n - G lrJ t`vx VX,, tiJ r Plan Review Contact -,Person: V Phone: `IUD-$pUl Name Title: Email: k1}C; _@ caner Information irtd( r Phone: Street: Resident of ,property? City, State Zip-'" C0 Aii lEor Information m e=, w a ..Yilr" OG o 5 - 3LlNam,r Phone: -- Street:. D sc o Gs aw, Fax City, State Zip: c H— c % j State License No.: c o ArchitectlEngineer 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 911 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 be done in compliance with all applicable laws regulating, construction and :zo ` ,g.; Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID g CHERYL D AKERS MY COMMISSION # FF9%1 EXPIRES June 05, 2020 peofID . r BELOW IS FOR- OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: work will 4iF Known to Me or Produced ID Gas Roof Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application STATEWIDE 1-888-831-2665 jR DELAI I R State Certification CAC032448 ta.s f R Il iiTl , ' Habitat for Humanity of Seminole P.O. Box 181010 Casselberry, FL 32718 Job Name: 202 Bradshaw Drive — Lot 5 Country Club Phone: (407) 216-9111 Date: 7/30/2018 We propose the necessary labor and material to install heating, air conditioning and ventilation for the above job.. Design Criteria: Worst Case for pricing; lot specific for permitting. R-30 - Vented Under Attic R-19 - Frame Wood, Exterior R-19 - Frame Wood, Adjacent Windows - Low E Vinyl Double Pane, U-Value = 0.31 SHGC = 0.21 Water Heater - Electric 40 gallon, efficiency 0.94 PLAN NAME TONNAGE SEER HSPF BATH FANS s TOTAL CONTRACT PRICE 202 Bradshaw Dr. 1.6 16.00 9.00 1 4,024.00 NOTE: PRICING IS VALID FOR 6 MONTHS. I Equipment to be TRANE 16 SEER HEAT PUMP (4TWR6/TEM6) Pricing includes bath ducting with (1) standard bath fans, (1) dryer venting through wall, 1) 7" range vent, (1) Mery 8 filter, and (1) programmable thermostat (TH6320U1000DAG). For any interior kitchen hood that has a fan greater than 400cfms - add $475.00 for a Broan MD8TU. For any interior kitchen hood that has a fan greater than 1,000cfms - add $875.00 for a Broan MD8TU & MD6S. For any interior kitchen hood that has a fan greater than 1,500cfms - special provisions must be made. Add $235.00 for increased range vent size if any make up air is necessary. DEL -AIR MUST BE NOTIFIED OF ANY INTERIOR HOOD THAT IS GREATER THAN 400CFMS BEFORE ROUGH -IN. Ducting to be fiberglass flex system. Supply air outlets to be metal adjustable grilles. Del -Air to provide supplies and returns per the HVAC duct layout. Electrical line voltage to equipment by builder. Low voltage wire to equipment and thermostat by Del -Air. Concrete pad to support outside unit by others. Underground 4" chase for air conditioning lines by plumber. Platform by Builder. Customer Initials FIN' C ST,1TL (:1:It-I. I 8l;A( 032449 531 C'ODISCO WAY Sanford, FI_327 -1 407) 333-COOL. w" wAchdr.com A a DEAIRICI ENGWEERING ASSOCIATES, INC. gin. 16 -Oaq L-,-"> s 1--4- toz- pevotmi, gru'.750- FIELD DENSITY REPORT Project: 202. BeAomisw it Date: 8. 1 Uir Address: Project No.: j. Lqtm Client: — Perrnit No.-- Contractor: Pertrut Agency: Proctor No.: q 50 Max. Dry Density(PCF):, opt. Moisture (%): Technician: 2. tomf Material Description: OK GENERAL LOCATION: 1r6a'r%-v4-* EAST A-6 WEST Sua CAA*r TEST TEST LOCATION Elev. moist Dry Dens. PCF Compact 00 lRevired O Status Earn Esvp C f," T -VA IS W &$ T EAjO crwrM qZ. (095P 0 Z 1136TT6M Or- Foerrjvt- Field Copy to: 9425 Tradeport Drive - Orlando, Florida 32827 - Office: (407) 851-9776 - Fax: (407) 851-6115 15- [(Z-q DEATRICK ENGINEERING ASSOCIATES, INC. ft g. FIELD DENSITY REPORT Project: Date: 20L NA Ott 9.16.18 Address: Project No.: Client:' Permit No. -- Contractor: Permit Agency: roctor No.: Cfli P Max. Dry Density (P 0pt. Moi"e Teclin ian: ic Material Description: DIL GOL Wd AJ RaOTS GENERAL LOCATION: No 7 GaA'Dt TEST TEST LOCATION Elev. Moist Dr Dens. CF Compact RequiredPd Status No"14 E*JO Cr 11.1 1 10.q souro W10 cfl P 95 11 7- Field Copy to: 41 9425 Tradeport Drive - Orlando, Florida 32827 - Office: (407) 851 -;9776 - Fax: (407) 851-6115 Benchmark Information- 10 Florida Department of Transportation Datum Elevation: 31.49' Florida Department of Transportation Florida Permanent Reference Network (FPRN) District 5 G.P.S. - Geodetic NTRIP Network Base I. D. - Sanford Continuously Operating Reference Station (Cors) Station: SNFD Elevations are based upon North American Vertical Datum 1988) Site Benchmark Information - BM 0#1 Set Nail & Disk (LB 7623) in Edge of Pavement Elevation: 31_49' BM 4; #2 Set Nail & Disk (LB 7623) in Edge of Pavement Elevation: 31.67' Existing Elevations (Typical) Line Data L-1 S 00"00'00" E 65.00' (P) S 00*07'15" W 65.06' (M) L-2 S 00a00'00" E 9.67' (P) S 00021'41" E 9.63' (M) R.viv.n AddFo r,cabon Survey - OSQ1118 Rev, uon. Revls.tl Frame Type - OMIH8 R. viuon Me P,.0sed R—do'ce .03101118 - TCD Rav, eioD Removed Site Stuclur.e-02723118-BMJ FOUNDATION SURVEY Legal Description: LOT 5, BLOCK F COUNTRY CLUB MANOR UNIT 3, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 12, PAGES 75 AND 76, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. Flood Information: BY PERFORMING A SEARCH WITH THE LOGY GOVERNING MUNICIPALITY OR Wuxi FEW GOV, THE PROPERTY APPEARS TO BELOCATEDINZONExTHISPROPERTYWASFOUNDINONOFSANFORO. COMMUNITY NUMBER idled. DATED 9/d1y2Wr CERTIFIED TO: HABITAT FOR HUMANITY Lot 3 / Block' F" Lot 4 1 Block "F" WW R.b.r I Cep " LB 7623 I I ILot 19 I Block" I"' a 0 o I II IW O I ryjO O I? O I I O p I Z Z j I ILot 18 I l Block " I"'R.M, 11l I W FrM. SS' 1 ( Ro IdenB&obenl I wl N 90"00'00" E 120.00' (P) S 89"59'45" E 120.06' (M) LOT 5 VWod Form e Bo.rd Locabun Block " Fr' r. ioemne) Reeltlanma202 FFE= 34W N 90°00'00" W 119.80' (M) N 90'00'00" W 120.00'(P) BB" 7i i 51 Lot h Block " F" I 1IlI iI I Ii Fod.' A R.b.r Cap " LS 3382' 1 PC, Yr" R.N Cop' LS 3382" J vvM BM 2 25 D jl eI L a Q n r 25.0' BM T m 2 ti Fnd. %" R.b.r No I1en0ca M1onl 1 l 0 Co. aspnetl by: i & k-. fmwa 202 BRADSHAW DRIVE, SANFORD, FLORIDA 32771 BWEO& 3FCAEB4E8 Field Dated/21/2018 Date COmpleiW:08/21/18 Drawn By: T.K. File Number. IS-43879 FO '"mm,"a"'°"nl.w"'",""'"n`a ° en. wGpiOr"•n'"i0'°,""""' Lagena e,. r,.m c¢ v-crwwaa Pd„racu..a.n r.Y"".. u , tee,.. Ce :elm Ma. rtaN pm : PPo"V"Fn.ratMaeAon Ptir4. i B"a rq,° ra..sra r,.r". rr... rare.mw.nwbwFss CM - CmaeM Car. - m/wab FOR. ' P.O.L.-Paemlfx r e.ywonrr,..ab«u5iee.erriWq E : Eoo—i PFM-PWm""ia,em RNerare apT.iS' PUW n", im.+rde.. w.naa rrvmen W.lnauon wliw Ear4- EBearra4 F. EM,A-Feda9 ETerpacy MarapMMpotv.Y Marnnwe RRT- PoirnM Tanparxy rarer. ao Wbry,"ma5u,wpr..mnvw w.emnsb.b b. mr, uea,a gwe M,v.yNaa M,Mm w.v,yoneM.er.un,,,me[e„Mlee FFE - FY,WW Floor Ebv.en iv- I P F. Fbd. - RaJel R& C-Rebr&Cap aec Remraetl in-, ,. r r NONE VISIBLE La, .,- I atd R..rat N& D - &UM N A-NmRadal G -- TY., - T""' o. - pltllr Remde Bach P - Wm Pe. - GV eo.h 0 . Wa.11tllhEmrwY WMterMaaA - Oda laanl Av0e1 Woof Fare O -Oren L.N Ferre Graphic Scale TIM 3' G' Scale. 1"=30' reland & Associates SurueyiN, Ina 1301 S. Inlemabonal Partway Suite 2001 Lake Mary. FWda 32746 wwwJraw nda.'Yeyws-o- Office- a07.678.3366 Fax-407.320.8165