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2316 Tudor Rose Dr 17-3376 NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT Illttt. + '" STATEMENT NUMBER: 17100009 DATE: December 29, 2017 BUILDING APPLICATION #: 17-10000950 ctBUILDINGPERMITNUMBER: 17-10000950 UNIT ADDRESS: *CITY NORTH TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TUDOR ROSE DR 2316 ADDRESS: 17-20-31-5VC-0000-0220 KENSINGTON RESERVE LAND USE: TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2316 TUDOR ROSE DRTVE/KENSINGTON RESERVE LOT 22 SFR DETACHED BENEFIT RATE--------------------UNIT----------CALC-------- 11UNIT--- ------- TOTAL FEEDUE----------- TYPE DIST SCHED RATE UNITS TYPE ROADS- ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS - COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing54.00 1,000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS A 00 LAW ENFORCE N/A DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT ED BY: RECEIVEDsA(,rc> SIGNATURE: PLEASE PRINT NAME) DATE - NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY R SULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PER IT. 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 RECEIVING SIGNATURE DATE ABOVE, BUT NOT 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 PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT 'TOP NUMBERATTHELEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date:*_l__ Project Name: Kensington Reserve Project Address: Building Permit #:J "_,> Electrical Permit In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings, 2. The facility will not be occupied until a certificate of occupancy has been issued. 1 If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe, 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval, 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFC1 outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Lattanzi - Ryan Homes Robert Lattanzi - Ryan Homes Scott L Easterbrook - Palmer Electric Print Na of wner na Print Nam f n. Co trac Print Name of El. Contractor Signature of Ov lr'enant Signature of Gen. Contractor --5_ignature of El Contractor CBC1257565 ECO003096 Gen. Contractor License # El. Contractor License JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/10/15) u Progress Energy n Florida Power and Light on THIS INSTRUMENT PREPARED BY: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 NOTICE OF COMMENCEMENT Permit Number: 17-3376 Parcel ID Number:. 17-20-31-5VC-0000-0220 GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9057 Ps 1228 (1Psy) CLERK'S IF 2018004744 RECORDED 01/12/2018 12:33:50 PM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) N" 2. GENERAL DESCRIPTION nFIMPROVEMENT: vw Construction 3. OWNER INFORMATION OR LESSEE INFORMATION |pTHE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Interest inproperty: Fee Simple Title Holder (if other than owner listed above) Name: uonuuo: 4. CONTRACTOR: Name: V Phone Number: 407-692-9820 Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 o. SURETY ( If applicable, a copy *,the nmvmvot unnu Is attached): Name: NA AdUvaoa: Amount ofBond: a. Lsmosn: wamm: Phone Number: uumou: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 71u.1u( 1)(m)r..Florida Statutes. Name: Dayna Whitson Phone Number:407-692-9820 Address: 4307Vineland RdSuite H-2O Orlando FL32811 o. maddition, Owner designates o, to receive a copy of the Lienor's Notice as provided in Section 713.13(l)(b), Florida Statutes. Phone number: o. Expiration Date nfNotice ufCommencement ( The expiration is I year from date of recording unless a different date is specified) WAL?NLNG TO OWNER ANY PAYMENTS MADE BYTHE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT |wYOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK VRRECORDING YOUR NOTICE OFCOMMENCEMENT. 1,fj Dayna Whitson Assistant Secretary Signs"" aro= Owners or Lessee's (Print Name and Provide Signatory's Title/Office) state of Florida County The foregoing Instrument was acknowledged before mothis day of 20 18_ by Tracy McDonald Who ispersonally known »nmwEXon Name of person making statement who has produced Identification Otype of identification produced: My COMMISSION ft FF 25012 Notary Signature EXPIRES Oct U Job Address: 2316 Tudor Rose Drive Parcel ID: 17-20-31-5VC-0000-0220 Type of Work: New R Addition El CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I q — Documented Construction Value:$ A Historic District: YesEl No Residential R Commercial n AlterationEl RepairE] DemoF] Change of UseEl MoveEl Description of Work: New Single Family Residence Plan Review Contact Person: Vicky Otero Phone: 407-692-9820 Fax: Title: Production Admin Email: votero@nvrinc.com Property Owner Information Name NVR INC. c1ba Rvan Home5_ Phone: 92920= Street: 4307 Vineland Rd # H20 Resident of property? : City, State Zip: Orlando FL 32811 Name NVR, Inc, dba Ryan Homes Street: 4307 Vineland Rd # H-20 City, State Zip: Orlando FL 32811 Contractor Information Phone: 407- 692-9820 Fax: 407-692-9821 State License No.: CBC1257565 Arch itect/Engineer Information Name: AB Design Phone: 407-774-6078 Street: 1441 N Ronald Reagan Blvd Fax: City, St, Zip: Longwood FL Bonding Company: Address: N/ A E- mail: brian@abdesigngroup.com Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all taws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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 constructiolf and zoning. J k_- 4U Signature of Owner/ ent Date Signature ofContract*/Agent Date 1 Vicky Otero Vicky Otero Print Owner/Agent's Name Print Contractor/Agent's Name 4 Signature of Notary- Si TRAP Y L E 1 (.,, H N1 C, D ON A L ID NJ Y C 0 N4 M, 13 S 10 N 4 t F 9 2, a'1 Z XPIR20i9 r- t 1 IGH MC IDUNALD WIY COMIISISION 0 FW EXPIRES Octobei 06 20, 19 Owner/ Agent is _X_ Personally Known to Me or Contractor/Agent is _X _ Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingFA ElectricalFA Mechanical n E7' r-1PlurnbingGas[] Roof Construction Type: Occupancy Use: > Flood Zone: X -15 t-717 ATTAV-ttep TotalSq Ft of Min. Occupancy Load: #of Stories: New Construction: Electric - # of Amps T,90 Plumbing - # of Fixtures 1 9 Fire Sprinkler Permit: Yes [] No 'n # of Heads APPROVALS: ZONIN4 4 UTILITIES: ENGINEERING: M IA-1- 1-kl FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. Co. ( P'O(o V-Osa - C., G-?— Fire Alarm Permit: Yes M No Z WASTE WATER: BUILDING: (-" J-' tb Revised: June 30, 2015 Permit Application CITYF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 90,653 Job Address: 2316 Tudor Rose Drive Historic District: Yes D NoEx] Parcel ID: 17-20-31-5VC-0000-0220 Residential CommercialF] Type ofWork: New [A AdditionEl Alterationn RepairEl DemoEl Change of UseEl Move 0 Description of Work: New Single Family Residence Plan Review Contact Person: Vicky Otero Title: Production Admin Phone: 407-692-9820 Fax: Email: votero@nvrinc.com Property Owner Information Name bIVR INC. dba Ryan HoMeS Phone: 407-692-9820 Street: 4307 Vineland Rd #1120 Resident of property? City, State Zip: Orlando FL 32811 Contractor Information Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd # H- 20 Fax: 407-692-9821 City, State Zip: Orlando FL 32811 State License No.: CBC1257565 Architect/Engineer Information Name: AB Design Phone: 407- 774-6078 Street: 1441 N Ronald Reagan Blvd Fax: City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30,2015 Permit Application NOTICE-: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio and zoning. U Signature of Owner( Date I I Signature of Contracior/Agent Date Vicky Otero Vicky Otero Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary- TRACY LEIGH MCDONALD MY COMMISSION 4 FF925012 EXPIRES October 06. 20119 FlodaallotalySallce con• L42-121.1960 1111 Signature of Notar state of r1oppa. wat TRACY L -IGH MCDONALD A , . MY COMMISSION # Fn25012 EXPIRES October 06. 2019 407) 349.0153 Flod(Jallotv) Owner/Agent is x Personally Known to Me or Contractor/Agent is __X_ Personally Known to Me or Produced ID Type of ID Produced ID _ Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building n Electrical [] Mechanical [] Plumbing[] Gas n RoofE] Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: YesF-1 NoF] # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes [] No [] UTILITIES: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Vicky Otero Firm: NVR, Inc. Address: 4307 Vineland Road #H20 City: Orlando State: FL Zip Code: 32811 Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com Property Address: 2316 Tudor Rose Drive Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0220 Phone Number: 407.692.9820 Email: votero@nvrinc.com The reason for the flood plain determination is: W New structure r-] Existing Structure (pre-2007 FIRM adoption) Expansion/Addition EJ 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) IN I "I & N u JO Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept 28, 2007 The referenced Flood Insurance Rate Map indicates the following: F] The parcel is in the: El floodplain Elfloodway F-J A portion of the parcel is in the: F-1 floodplain El floodway 1161 The parcel is not in the: FE-1floodplain E]floodway El The structure is in the: Elfloodplain Elfloodway EJ The structure is not in the: 0 floodplain F-1 floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3376 Reviewed by: Michael Cash, CFM Date: November 21, 2017 I I P I Application for Paved Driveway, Sidewalk or OW N I Walkway Including Right -of -Way Use & VILOR Landscaping ; Right -of -Way1` —1877— " www,sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407,688.5140 Fax: 407,688,5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the K"W whaft below size and location of the existing right-of-way and use shall be provided or application could be delayed. C&II betwo pu ft 1. Project Location/Address: 2316 Tudor Rose Drive, Sanford, FL 32773 2. Proposed Activity: Z Driveway E]Walkway 1 Schedule of Work: Start Date Completion Date 4. Brief Description of Work: Construction of New Single Family Home F] Other: This application Is sub fin ly"ted by: Property Owner Signature: Print Name: Vicky Otero Address: 4307 Vineland V#H-20 Orlando, FL 32811 Phone: (407) 692-9850 Fax: E] Emergency Repairs Email: votero@nvrinc,corn Date: 11/06/2017 Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way, If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its oouncilpersons, 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 (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's ight-of-way. I have read and utdarstand the above statement and by signing this application I agree to Its terms. Signature: _ 7vv-- Date: 11/06/2017 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pro -pour Inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: k k- l--a 11. FeM.- November 2015 ROW Use Driveway.pOf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: i k I hereby name and appoint: Vicky Otero an agent of: NVR Inc., dba Ryan Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): El The specific permit an Lapplication for work located at: L Street Address) Expiration Date for This Limited Power of Attorney: May 20,2018 License Holder Name: State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange Robert Lattanzi rRr11q7q9q The foregoing instrument was acknowledged before me this day of 200 17 by Robert Lattanzi who is Eiop 's ftt 'J,4, or o who has produced identification and who did (did not) take an oath. Notary Seal) T R,'11 C Y L E E G H KA C 0 0 N; TD' N 4 r9250 2 EX t E, 0(401),f Y a 0 S Rev. 08,12) Signature Print or type name Notary Public - State of Commission No. My Commission Expires: J' as SCPA Parcel View: 17-20-31-5VC-0000-0220 EWqq4Rqcoyd Card Parcel: 17-2031-5VG-0000-0220 Owner; BRISSON WEST PROJECT I LLC Property Address: 2316 TUDOR ROSE DR SANFORD, FL 32773 Parcel Information Value Summary Parcel 17-20-31-5VC-0000-0220 2018 Working 2017 Certified I Values Values Owner BRISSON WEST PROJECT I LLC Valuation Method Cost/Market Cost/Market Property Address 2316 TUDOR ROSE DR SANFORD, FL 32773 Number of Buildings 0 0 Mailing 10100 INNOVATION DR STE 410 DAYTON, OH 45342 Depreciated Bldg Value Subdivision Name KEN 5IN(IT_QN RESERVE Depreciated EXFT Value Tax District Sl-SANFORD z Land Value (Market) $14,000 14,000 DOR Use Code 00-VACANT RESIDENTIAL Land Value Ag Exemptions Just/Market Valve$14,000 14,000 Portability Adj 60 60 60 Save Our Homes Adj $0 0 Amendment 1 Adj $0 0 P& G Adj $0 0 Assessed Value $14,000 14,000 21 01C-TI 20 Tax Amount without SOH: $266.58 2- 0-17-Tax-BiLI-4n-iount $266.58 Lax Estimator Save Our Homes Savings: $0.00 can a A Does NOT INCLUDE Non Ad Valorem Assessments 14, 000 0 14,000 14, 000 0 14,000 14, 000 0 14,000 14, 000 0 14,000 14, 000 0 14,000 Page Amount Qualified Vac/Imp No Sales A R C M IT E C T f SQ.FT. CALC.'S 1ST FLR LIVMG 1,264 Sa FT. 2ND FLR LIVING 1,296 5GL FT. TOTAL LIVMG 2,560 Sa FT. ENTRY 114 SGL FT. GARAGE 453 Sa FT. LANAI 242 Sa FT. TOTAL 3,36E 6a FT. nuE m 1 CCWCHE r AND CLADOM YND LCHO! RAW 11MO E7rMM RN 9 NO= QRTA GAL # lOUME vnim 11R7AIL ammm a Am Im 1D111 IMQRMMACM0910AIATICN I iCt Ya w 84' 5 26,M-32b9 2 24 3E00 DR 1. 4 30001-32.18 3 Is 26-54 38' T2' 4 3031/-3321 3A 19 2b-SH 38' l2' 5 3031/-40.05 4 50 3)25-SH U4' 6Y 5 2635/-3325 5 50 6080 560 14' 1 4 28W-3129 6 33 2) 25.5H 11. 63' 4 2UV-31A 1 T7 25-664 38' 63' 5 3&W-3335 8 R 25-SW 3V 63, 4 3&W440b0 WIND DESIGN CRITERIA A 5ASVG WIND SPEED"H (3 SECOND GUST) YLLT.60 / VASD.36 FP44 H- N^RETd4AL P REO&JI2E C ; FiGENT.. 18 C. MSK CATEGORY -TYPE 11 D. E) PO&JRE CATEGORY C NOTE: VALLIES FOR CQ'7'0hE JS 4 CLADDM^s PTIESOL E AIDE HARED CN THE Vutt DESIGN UkJ,ID SPEED. F5CR SM4 ED. OV4) ALLOWS THESE PRE69lJRES TO 15E M&TIPLED 15Y 0b TO FEET THE AL.LCLLt4CLE OR NOMMAL TESTED VALUES USED 15Y PRODUCT MAK FACTLMRS. NM- I PRIOR TO ORMALL NSTALATICN CN ALL FR4i'3 IVIUS 70 RWM TLE M4W ROM ULL 8E 6PRATED AND TTFATED UY'GORATE' A TEi7'9TE TREATED &MAT 3 1/2' s OEL TorELATE b48t'CD tRtEp 4 Y' 04 7 A CABINET SECTION Q Q i i 7 go go 00 MAn I R7 C HEADER DETAIL awmapRUW r'Or B CABINET SECTION 60 0 MORNING RM. I1'-O'x10'-6' T-W aA Q B MaLpm t.4FS3ET GRGVM ;' 1 5'-10' 2'-0' 01i0— A _ I C.As i xI'rcR N • I '" 11 Ta' ;l _ Y iTLE% 5-SH I , v ' PORCH ff r ( `L------ i'-4' 4, V _4, 4 C. xb P.T. FM 9V 1 D. E10X 5FN1 TO QTW C401.1PN 1 1 COVERED LANAI 11 W2_4* 4LaI cu+ i I t t) E 34:_ ID. t ar000R t aTCFS+ } t IID• ( raa, u N t i D D I GREAT ROOM 0 s LA TLE) , j Y-•' C I i9I lCAR` ET) - 11111 s 42' FETAL RALW. I J UV 15ASEPLATE i 2'- 40' 2 8' 1, 5 t I iG EL t t v 0SW ipI k 1p' v, 2- CAR GARAGE 11 FOYER AI Y R'--- --- LDEai2tJFTR.A&--------- V- 8' CIA rI ENTRY `A1 II 0 2 O 4m _ ID. FIRST FLOOR PLAN SCALE: 1/4 . 1'-0' ELEVATION 'C' DesM' n Gr . - 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 F , 407-7746078 FAx407. 7744078 A waaest&+a,.+ l— AA.: WM25 lIINn suHOrv. & LOT KENSINGTON RESERVE LOT 22) MODETi SANTA ROSA VERSION# 01) PROJECT#: 02997. 000 PAGIM FIRST FLOOR PLAN ARC> iiEC'rSTATE OF FLORDA a I DATE: 1 O /25 /17 SCAJUM 1/4"=1'_0" sIizET 3 or 9 00lC00R AND C7AMM WM LOAD. YAND WM EWCOM FOI3 arocND CROM CALL# MAW TAKXftDL7KNFOMAGE rZ r-- DOE tq N'Ii+MO 1 5 36' 6? BGFESS 5 3W6/-4103 2 5 36' 6Y 4 3LO61-3116 3 5 30 61' 4 3106/-33:T 4 4 4 W 12' 4 31w/-34b0 5 5 3051-614 36' 61' 5 3106/4103 6 36' 6r5We" 4 3106/-33.16 1 5 % 36' (W 4 3506/-33.1611 WIND DESIGN CRITERIA A 5A&C UND SPEED MP41 0 BEGOT^ GLMT) YMT.50 / VASP-W, MF 44 E4 04TERLAL FHES& M COEMCENT.. J8 C. M5K CATEGORY -TYPE 11 D. E><PO6 M CATEGORY G NOTE: VALUES " 001"N'CteW5 4 CLADDMG P'Mb& RE AM 5ASED ON NE Vint DE81GN UR O SPEED, POCK 5TH ED. f20W ALLOWS T4ESE PRE5&M6 TO EE MULTIPLIED 5Y 0,6 TO NEST T4E ALLOU415LE OR NOIR4AL TESTED VALUES USED 5Y PRODUCT M4MFACTIIR£R5 No1E: L Fl R TO DRr44L.L NSTALUATM CN ALL FPAMM M 15ER6 2'-V FRAM 1M R#W FLOOR WLL GE''PRAYW *0 TMATED W 15 R 11!' A 1EWM TIFATED 619RAT SECOND FLOOR PLAN SCALE: 114 . 1'-0' 1=1 EVATION 'C' A N C N IT E C T S GDe5inrowIna. 1441 N. RONALD NfAGAN BLVD. LONG 00D.FLUT80 44T_774e078 FAX7-T74-0O78 w. wr.eDdersi=25som Aas:o0Daaxs O 2:, suBDly ac M— KENSINGTON RESERVE 10T 22) IWDEIA SANTA ROSA 1FEMIOx# 01) PP. OJ=T#: 02997. 000 PAOIC: SECOND FLOOR PLAN DATE: 10 /25 /17 SCALE: 1/4"=1'-0" HiIEEET 4 or 9 BP200I03 CITY OF SANFORD 11/20/17 Application Inquiry - Fees 09:28:19 Application number: 17 00003376 Property . . . . : 2316 TUDOR ROSE DR Fee Class/Type/Description Trans amt A AF 01-APPLCTN FEE -BUILDING 25.00 A BR 01-BLDG PLAN REVIEW 271.96 Amt due Struct Permit Insp 25.00 271.96 Bottom Credit fees due: .00 Revenue fees due: 296.96 Total due: 296.96 Press Enter to continue. F3=Exit F11=Change view F12=Cancel F10=Amt billed CITY OF SAWORD CUSTOMER RECEIPT Open Rt,ANDA TM: OC Drawer; I Date: IIIA117 01 Receipt no: 26623 Year Number Amount 2017 3376 2316 TUDOR ROSE DR SAWORD, FL 32773 DP RUILDIN6 PERMIT RECEIPTS 296.96 gmflz CK CHECK 147733 $296.96 Total tendered Total payment Trans date: 11/20/17 Time: 10:11;11 REQUIRED INSPECTION SEQUENCE RYAN HOMES SFR-DETACHED Permit # Address: 7c —7— A,,p BUILDING PERMIT Min Max Inspection Description 10 -- j Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill Down Cell 30 Sheathing — Walls 30 Sheathina — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 -, j Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final T I Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final REVISED: June 2014 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method kLU11VOINV Project Name: Lot22KensingtonReserveSantaRosaCGRN Builder Name: Ryan Homes Street: 2316 TUDOR ROSE DRIVE Permit Office: E City, State, Zip: SANFORD, FL, 32773 Permit Number: WIT _ 3 3 7 6 S A NUFO R D Owner: Jurisdiction: 691000 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1 New construction or existing New (From Plans) 9. Wall Types (2658.3 scift.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4,1 1222.70 ft2 b. Frame - Wood, Exterior R=13.0 1088.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 347.67 ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (1392.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1296,00 ft2 6. Conditioned floor area above grade (W) 2327 b. Knee Wall (Vented) R=19.0 96.00 ft2 Conditioned floor area below grade (W) 0 c. N/A R= ft2. 11. Ducts R ft2 7. Windows(296.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 512 a. U-Factor: Dbl, U=0.54 248,35 ft2 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.62 48.00 ft2 12, Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 38,5 SEER:115,00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 38.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 6,135 ft. Area Weighted Average SHGC: 0.300 14, Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1601.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=O.O 1296.00 ft2 b. Conservation features b. Floor over Garage R=13.0 305.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.127 Total Proposed Modified Loads: 70.68 PASSTotalBaselineLoads: 72.00 1 hereby certify that the plans and ycifications covered by Review of the plans and 0 this calculation are in compliance th the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for 0A compliance with Section 553.908 I hereby certify that this building, eligned, is in compliance Florida Statutes. with the Florida Energy Code. cQDWE OWNER/AGENT:_ BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1,2). 10/28/2017 7:34 AM EnergyGauge@ USA - v5,1 - Section R405.4,1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot22 Kensington ReserveSant Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 2327 Lot # 22 Owner: Total Stories: 2 Block/S u b Division: KENSINGTON RESE of Units: 1 Worst Case: No PlatBook: Builder Name: Ryan Homes Rotate Angle: 0 Street: 2316 TUDOR ROSE D Permit Office: SEMINOLE Cross Ventilation: No County: Seminole Jurisdiction: 691000 Whole House Fan: No City, State, Zip: SANFORD, Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL—ORLANDO—INTL—AR 2 41 91 70 75 526 44 Medium BLOCKS Number_ Name Area Volume I Blockl 2327 21641.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 2327 21641.1 Yes 6 5 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main 305 ft2 13 0 0 1 2 Slab -On -Grade Edge Insulatio Main 131 ft 0 1296 ft2 ---- 0.38 0 0.62 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck PitchV # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1791 ft2 400 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V# IRCCTypeVentilationVentRatio (1 in) Area RBS 1 Full attic Vented 300 1601 ft2 N N CEILING y# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 19 Batt 36 ft2 011 Wood 2 Knee Wall (Vented) Main 19 Batt 60 ft2 0.11 Wood 3 Under Attic (Vented) Main 38 Blown 1296 ft2 0,11 Wood 10/28/2017 7:34 AM EnergyGauge@ USA - v5,1 - Section R405.4.1 Compliant Software Page 2 of 5 FORMR4O5-2O14 WALLS F1 Adjacent Cavity Width Height Sheathing Framing Solar Below N Exterior Frame - Wood Main 13 40 0 8 0 320.0 ft2 0 0,23 0.6 0 DOORS V Ornt DoorType Space Storms U-Value Width Height Area Ft In Ft In WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC-- Area Depth Separation Int Shade Screening — GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - Section R405,4.1 Compliant Software Page 3 of 5 FORMR405'?O14 INFILTRATION HEATING SYSTEM L—# System Type Subtype Efficiency Capacity Block Ducts I Electric Heat Pump Split HSPF:&5 38 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 38.5 kBtu/hr 0 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 095 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cent # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V# Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool 1 Attic 6 512 112 Attic 128 ft' Default Leakage Main (Default) (Default) TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cool i Feb I Mar Heatingg Jan Feb Pq Mar Apr A y ri Jun [XI Ju Au Nov Jun Jul rj Aug j Sup 00cl H Nov Dec Dec Venting Jan Feb [Xj Mar Apr May Jun Jul Aug Sep Oct x Nov Dec 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 Cooling (WID) AM 78 78 PM 80 80 Cooling (WEH) AM 78 78 PM 78 78 Heating (WID) AM 66 66 PM 68 68 Heating (WEH) Hours 3 4 5 6 7 8 9 10 11 12 78 78 78 78 78 78 80 80 80 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 2316 TUDOR ROSE DRIVE, SANFORD, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft' 7. Windows- Description a, U-Factor: DbI, U=0.54 SHGC: SHGC=0,31 b. U-Factor: Dbl, U=0.62 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9, Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Exterior 1 c. Frame - Wood, Adjacent 5 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2327 b. Knee Wall (Vented) Area c. N/A 248.35 ft2a. 11. Ducts Sup: Attic, Ret: Attic, AH: Main 48.00 ft2 12. Cooling systems ft2 a. Central Unit 8. Floor Types Insulation a, Slab -On -Grade Edge Insulation R=0,0 b. Floor over Garage R=13.0 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 6.135 ft. 0.300 Area 14. Hot water systems 1296.00 ft2 a. Electric 305.00 ft2 b. Conservation features ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspec Otherwise, a new EPL Display Card will be completed lin e _ures. r s lonbasedoninstalledCodecompnt e Lures. Builder Signature: Date: 10/31/2017 Address of New Home: 2316 dor Rose Drive City/FL Zip: 32773 Insulation Area R=4.1 122270 ft2 R=13.0 1088.00 W R=110 347,67 ft2 R= ft2 Insulation Area R=38.0 1296.00 ft' R=19.0 96.00 f12 R= ft2 R ft2 6 512 kBtu/hr Efficiency 38.5 SEER:15,00 kBtu/hr Efficiency 38.0 HSPF:8.50 Cap: 50 gallons EF: 0,95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - Section R405,4,1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and PrescriEtive Methods IADDRESS: 2316 TUDOR ROSE DRIVE Permit Number: SANFORD, FL, 32773 1 MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display Gard be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553,9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 13 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. 0 R402.4,1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturers instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individulas licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. 0 R402.4,2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. 0 R402.4.3 Fenestration air leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/l.S,2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 0 R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0,944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 11 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2,2 Sealing (MandatoryNi ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403,2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i), Florida Statutes, to be "substantially leak free" by either of the following: 1, Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test, 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code, 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403,3 Mechanical system piping Insulation (Mandatory), Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1 3*C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping Insulation, R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 1 00'F to 140°F (38°C to 60'C). R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4,2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table G404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2. 1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south, R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302. 1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1,11 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load, 10/28/2017 7:34 AM EnergyGauge@ USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1,1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is Installed in an unconditioned space. Exceptions: 1 Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1 .2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6,1.2,3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403,61. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403, R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-1 5. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9,1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights, R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. 0 R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems, 3, Where pumps are powered exclusively from on -site renewable generation. 0 R403.9,3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss, Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season, RR404.1 Lighting equipment (Mandatory), A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6, 0 R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed, 10/28/2017 7:34 AM EnergyGaugeO USA - v5.1 - - Section R405,4.1 Compliant Software Page 3 of 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot22KensingtonReserveSantaRosaCGRN Builder Name: Ryan Homes Street: 2316 TUDOR ROSE DRIVE Permit Office: SEMINOLE City, State, Zip: SANFORD, FL, 32773 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Orlando CRITERIA CHECKCOMPONENT Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/28/2017 7:35 AM EnergyGauge& USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: LoMll(enslng ton Reserv.- wrightsoft Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Ryan Homes 2316 TUDOR ROSE DRIVE, SANFORD, FL32773 Design Conditions Outdoor design DB: 92.5°F Sensible gain: 28912 Btuh Entering coil DB: 76.2°F Outdoor design WB: 76.2°F Latent gain: 4341 Btuh Entering coil WB: 63.0°F Indoor design DB: 75.0°F Total gain: 33252 Btuh Indoor RH: 50% Estimated airflow: 1283 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140421K+ASPT47D14A Actual airflow: 1283 cfm Sensible capacity: 31263 Btuh 108% of load Latent capacity: 5403 Btuh 1240/6 of load Total capacity: 36666 Btuh 110% of load SHR: 85% Design Conditions Outdoor design DB: 42-30F Heat loss: 27958 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg, Model: GSZ140421K+ASPT47D14A Actual airflow: 1283 cfm Output capacity: 34729 Btuh 1240% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1283 cfm Output capacity: 8.3 kW 102% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Oct-28 07:25:39 wrightSOW Right-SulteD Universal 2017 17.0.23 RSU23828 Page 1 osaCGRN\Lot22KensingtonReserveSantaRosaC(3RN.rup Cale = MJ8 House faces: N Component Constructions Job: Lot22KensingtonReserv.. wrightsoft- Entire House Date: 3/31/2015 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Pro*ect Information For: Ryan Homes 2316 TUDOR ROSE DRIVE, SANFORD, FIL 32773 Design Conditions Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) 16 ( M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Cig HTM Gain f? Btuh/ft2-*F W-*F113tuh BtuhM RWh BtuhM- fth Walls 12C-Osw: Frrn wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"W wood frm, 16" ox. stud 13A-2acs: Blk wall, Stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 166-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board int fnsh Partitions 12C-osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2'W" wood firm, 16" o.c. stud Windows n 274 0.091 13.0 2.52 691 2.85 781 e 272 0.091 110 2.52 686 2.85 774 S 264 0.091 13.0 2.52 665 2.85 751 W 212 0.091 110 2.52 533 2.85 602 all 1022 0.091 13.0 2.52 2575 2.85 2908 n 114 0.201 0 5.57 637 5.29 606 e 420 0,201 0 5,57 2338 5.29 2224 s 292 0.201 0 5.57 1624 5.29 1544 W 171 0.201 0 5.57 954 5.29 907 all 997 0.201 0 5,57 5553 5.29 5281 S 36 U49 19.0 1,36 49 2.66 96 W 30 0.049 19.0 1.36 41 2.66 80 all 66 0.049 19.0 1.36 90 2,66 176 330 0.091 13.0 2.52 831 1.45 479 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, n 46 0.540 0 15.0 684 14A 644 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; I s 15 0,540 0 15.0 228 14.3 219 ft overhang (5.08 ft window ht, 1.17 ft sep.); 6.67 ft head ht w 31 0.540 0 15.0 456 33.9 1033 all 92 0,540 0 15.0 1369 20.7 1896 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, n 39 0.540 0 15.0 581 14.1 547 1/4" gap, 1/8" thk; NFRC rated (SHGC=0,31); 50% drapes, medium; 6.33 ft overhang (6.3 ft window ht, U ft sep.); 6,67 ft head ht 2B-2fm: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, s 5 0.540 0 15.0 75 14.1 70 1/4" gap, 1/8" thk; NFRC rated (SHGC=0,31); 50% drapes, medium; 1 ft overhang (1.25 ft window ht, 117 ft sep.); 6.67 ft head ht 2017-Oct-28 07:25:39 A.- + wrighftloft* Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 1 10M ... osaCGRN\Lot22KensingtonReseFveSantaRosaGGRN.rup Calc - MJ8 House faces: N 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 49 0,540 1/4" gap. 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 ft overhang (5.3 ft window ht, 1.33 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 33 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 12 ft overhang (5.3 ft window ht, 0.8 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 33 0,540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 10.83 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 48 0.620 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 21 ft overhang (8 ft window ht, 0.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 24 0.390 n 18 0,390 all 42 0.390 Ceilings 1613-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 1569 0.026 gypsum board int tnsh Floors 20P-13t: Fir floor, frm fir, 12" thkns, r-13 cav ins, gar ovr 306 0.068 22A-tpl: Bg floor, light dry soil, on grade depth 131 0,989 0 15.0 733 14.4 708 0 15.0 489 14.1 460 0 15.0 489 319 1107 0 17.2 824 16.1 772 0 10.8 259 12.0 289 0 10,8 193 12.0 215 0 10.8 452 12,0 504 38.0 0.72 1130 1.41 2217 13.0 1.88 575 OM 298 0 27.4 3589 0 0 2017-00-28 07;25:39 wrightsaft• Right-SulteO Universal 2017 ITOM RSU23828 Page 2 10M ... osaCGRN\Lot22KensingtonReserveSantaRosaC(3RN.rup Calc = MJ8 House faces: N xnu: nowen wrightsoft rSummary Date: 3/3112015 Entire House By: pup DEL - AIR HEATING & AIR CONDITIONING so, 00u/eouWAY, oAwpono.n-oor`Phone: *m*a3-u66a Faz*m-3o3-a85o vmu.www.ucL^n.00w Proiect Information For: FT? an Homes Notes: LSbyCAun11. Q2.2015 LSQ2.1S\ 16SIR LS.1O- 28'17SHP DesicIn Information Weather: Orlando/ Jetport, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 83 OF neidedb 70 OF Inside db 75 OF Dem\gnTD 28 ,F Design TD 18 OF Daily M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 24058 Btuh Ducts 3899 Btuh Central vent ( Oo(m) O Btuh rmne) Humidification U Btuh pIP199 U Btuh Equipment load 27958 Btuh Infiltration Method Construction quality Fireplaces Area ( ft2) Volume (ft3) Air changes/ hour Simplified Average Heating Cooling 22673 22673 O41 0. 21 Heating Equipment Summary Make Goodman Mfg. Trade 8OODMAN; JAN|TROL;AMANAD|SD AHR|rof : 8242638 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point =36"F Ei5HSPF 3800 Btuh @ 470F 27 OF 1283 ofm 0.048 cfm/Btuh 0.40 mH20 Sensible Cooling Equipment Load Sizing Gtnuouna 23610 Btuh Ducts 5882 Btuh Central vent ( 0cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer' s data y Rate/swing multir OO Equipment Latent Cooling Equipment Load Sizing Structure 3461 Btuh Duots 880 Btuh Central vent ( 8cfm) 0 Btuh gone) Equipment latent load 4341 Btuh Equipment Total Lood(Seo+Lot) 33252 Btuh Req. total capacity utU.75SHR 3.2 ton Cooling Equipment Summary Make Goodman Mfg. Trade GOODMAN; JAN|TRDLAMANA0ST— Cond Coil ASPT47D14A E# iciency 12.5 EER, 15 SEER Sensible cooling 28875 Btuh Latent 8625 Btuh Total cooling 38500 Btuh Actual air flow 1283 ofm Air flow factor 0.044 ofm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8thEd um u m r w" g""=w.=" n m.m u"*"wcn1r,r.o,uonouo m p v/ x-* .00« uenw\u`mux°",mnmonosum,ou"/unv,vnonw.mn raw~mJo House faces: w gr wrilghtsoft Right-JO Worksheet Entire House DEL -AIR HEATING &AIR CPNDITIONING h531CODISCOWAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR,COM Job: Lot2211(ensingtoriReserveSa Date: 3131/2015 By: FJF I Room name Entire House Great 2 Exposed wall 27R0 ft 35,5 ft 3 Room height 8.6 ft 93 ft heat/cool 4 Room dimensions 1.0 x 375.1 ft 5 Room area 2623.5 ft' 375.1 ft2 Ty Construction number U-value Btuh/ftL*F) Or HTM Bt ftz) Area (ftj or perimeter (ft) Load 131 h) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VLG12C-Gsw 2A-tom 13A-2ocs 0.091 0.540 0.201 n n n 2.52 14.96 5.57 2.85 14.08 5.29 320 46 177 274 0 114 691 684 637 781 644 606 0 0 0 0 0 0 0 0 0 0 0 0 11 T::2 2A-2om 11DO 0.540 0,390 n n 14.96 10.80 14.08 1203 39 24 0 24 581 259 547 289 0 0 0 0 0 0 0 0 W W 12G-Osw 13A-2ocs 12C-Osw 0.091 0.201 0.091 e e s 2.52 5.57 2.52 285 5,29 285 272 420 284 272 420 264 686 2338 665 774 2224 751 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Drn 201-2frn 0,540 0.540 s s 14.96 14.96 14,34 14.08 15 5 13 5 228 75 219 70 0 0 0 0 0 0 0 0 13A-2ocs 2A-2om 2A-2om 0.201 0.540 0.540 s s s 5.57 14.96 14.96 5,29 14,45 14,08 373 49 33 292 38 33 1624 733 489 1544 708 460 182 0 33 149 0 33 831 0 489 791 0 460 W t--G 1613-19ad 120-Osw 0.049 0.091 s w 1.36 2.52 266 285 36 242 36 212 49 533 96 602 0 0 0 0 0 0 0 0 2A-2om 13A-2ocs 2A-2om 0.540 0.201 0.540 w w w 14.96 557 14.96 33,86 5.29 33.86 31 252 33 0 171 0 456 954 489 1033 907 1107 0 149 33 0 117 0 0 649 489 0 618 1107 W R 2A-2omd 16B-19ad 12C-Osw 0.620 0.049 0.091 w w 17.17 1.36 2,52 16.08 266 11.45 48 30 348 48 30 330 824 41 831 772 80 479 0 0 225 0 0 225 0 0 567 0 0 327 L---D 11DO 16B-38ad 0,390 0M6 n 10.80 0,72 1203 1.41 18 1569 18 1569 193 1130 215 2217 0 0 0 0 0 0 0 0c F 2011-13t 0.068 1,88 0.98 306 306 575 298 0 0 0 0 F 22A-tol 0.989 27.40 0,00 1264 131 3589 0 375 36 973 0 61 c) AED excursion 1011 1 1 403 Envelope loss/gain 19355 18433 39991 3705 12 a) Infiltration 4703 1522 647 210 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 3 690 Appliances/other 2505 0 Subtotal (lines 6 to 13) 24058 23610 4646 4604 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24058 23610 4646 4604 15 Duct loads 1 16% 22-1. 3899 5302 10'/ol 1101% 465 4601 Total room load I 1 27958 28912 1 5111 5064 Air required (cfm) 1 12831 1283, 1 2351 2251 Calculations approved by ACCA to meet all r2quirements of Manual J 8th Ed. J 2017-Oct-28 07:25:39 th- wr1ghtS43kfV Right-SuileG Universal 2017 17.0,23 RSU23828 Page I saCGRN1Lot22KensingtonReserveSantaRosaCGRN,rup Calc MJ8 House faces: N r- wrlghtsoft, Right -JCS Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot22Kensington ReserveSa... Date: 3/31 /2015 By: FJF t Room name Study Power 2 Exposed wall 26.0 ft 0 It 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 14,0 x 12.0 it 7.0 x 6.0 It 5 Room area 168.0 ft2 42.0 ft' Ty Construction number U- value Btuh/ ft2-1F) Or HTM BtuFJIV) Area ( ftq or perimeter (ft) Load Btuh) Area ( ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-0sw 0.091 n 2.52 Z85 0 0 0 0 0 0 0 0 t--- fi 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 IL213A- 2ocs 0.201 n 5.57 5.29 131 92 511 486 0 0 0 0 2A- 2om 0.540 n 14.96 14,08 39 0 581 547 0 0 0 0 11 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 a 2.52 2.85 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.57 5.29 112 112 624 593 0 0 0 0 16 12C- Osw 0.091 s 2.52 2.85 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14,96 14.34 0 0 0 0 0 0 0 0 2B- 2fm 0,540 s 14.96 14.08 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 1613-19ad 0,049 s 1.36 2.66 0 0 0 0 0 0 0 0 y! 12C-Osw 0.091 w 2.52 2.85 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5,57 5.29 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 2A- 2omd 0.620 w 17A7 16.08 0 0 0 0 0 0 0 0 W P 1613- 19ad 12C- osw O. 049 0. 091 w 1,36 2. 52 Z66 1, 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 n 10,80 12.03 0 0 0 0 0 0 0 0 C 166-38ad 0.026 0.72 1.41 0 0 0 0 0 0 0 0 F 20P-13t 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0,989 27,40 0,00 168 26 712 0 42 0 0 0 6 c) AED excursion 22 1 Envelope loss/gain 2428 1604 0 1 12 a) Infiltration 474 153 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 50 Subtotal ( lines 6 to 13) 2902 1987 0 49 Less external load 0 0 0 0 Less trarrsfer 0 0 0 0 Redistribution 205 132 176 113 14 Subtotal 3107 2120 176 163 151 uct 1 101% 101% 311 212 101X 10% 18 16 Total room load 3418 2332 193 179 Air required (cfm) 157 103 9 8 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w igF t# ,oft" Right-SuiteO Universal 2017 17.0.23 RSU23828 2017- Oct-28 0 Page 2 ALGA. osaCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Calc = MJ8 House faces: N g j . Fp- wrightsoft, Right-JO Worksheet Entire House DEL -AIR HEATING &AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotMensington ReserveSa Date: 3/31/2015 By: FJF 1 Room name Dinette/Kitchen Bdrnn 2 2 Exposed wall 22.5 It MO If 3 Room height 9.3 If heat/cool 8.0 It heat/cool 4 Room dimensions 1.0 x 427.4 It 1.0 x 184.5 It 5 Room area 427.4 ft2 184.5 ft2 Ty Construction U-value Or HTM Area Qt9 Load Area (112) Load number 13tuh/ft2-1F) BtUtVft2) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.52 2.85 0 0 0 0 112 97 244 275 2A-tom 0.540 n 14.96 14.08 0 0 0 0 15 0 228 215 13A-2ocs 0.201 n 5,57 5.29 47 23 126 120 0 0 0 0 2A-2om 0.540 n 14.96 14,08 0 0 0 0 0 0 0 0 11 11DO 0.390 n 10.80 12.03 24 24 259 289 0 0 0 0 W 12C-Osw 0.091 e 2.52 285 0 0 0 0 112 112 282 319 W 13A-2ocs 0,201 e 5.57 5.29 149 149 831 791 0 0 0 0 12C-Osw 0M1 s 2.52 285 0 0 0 0 0 0 0 0 2A-2om 0Z40 s 14.96 14.34 0 0 0 0 0 0 0 0 2B-2frn 0,540 s 14,96 14.08 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.57 5,29 14 14 78 74 0 0 0 0 2A-2orn 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 2A-2orn 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16B-19ad 0.049 s 1.36 266 0 0 0 0 0 0 0 0 1--G 12C-Osw 0.091 w 2152 285 0 0 0 0 0 0 0 0 2A-2om 0,540 w 14.96 33,86 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 2A-2orn 0.540 w 14.96 3186 0 0 0 0 0 0 0 0 2A-2onnd 0.620 w 17.17 MOB 0 0 0 0 0 0 0 0 W 1613-19ad 0.049 w 136 266 0 0 0 0 0 0 0 0 R 12C-Osw 0,091 2.52 1,45 122 105 264 152 0 0 0 0 L--D 11DO 0.390 n 10.80 1203 18 18 193 215 0 0 0 0 C 168-38ad OM6 0.72 1,41 0 0 0 0 185 185 133 261 F 2OP-13t OMB 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 427 23 616 0 0 0 0 0 6 c) AED excursion 33 13 Envelope loss/gain 2368 16081 887 1056 12 a) Infiltration 410 133 438 142 b) Room ventilation 0 0 0 0 13, Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 2778 2940 1325 1198 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 205 132 0 0 14 Subtotal 2983 3073 1325 1198 15 Duct loads 1 10%1 109/01 298 307 21% 321% 2831 378 Told room load I 1 1 3282 3380 1608 1576 Air required (cfm) 151 1501 1 1 741 70 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed, 2017-Oct-28 07:25:39wrlghltS43ft' Right-Suite(M Universal 2017 17.0.23 RSU23828 Page 3 osaCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Calc = MJ8 House faces: N j . Ffl- wrightsoft Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CqNDITI0NING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: L0221<ensi n g ton ReserveSa Date: 3/3112015 By: FJF 1 Room name Bdrm 3 Bthrm 1 2 Exposed wall 12.0 ft 6.0 It 3 Room height 8.0 It heat/cool 8.0 ft heat/cool 4 5, Room dimensions Room area 1.0 x 149.5 It 149.5 ft2 11.0 x 6,0 It 66.0 ft2 Ty Construction U-value Or HTM Area (ft9 Load Area (ftq Load number Btuh1fV,-F) St ftq or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 2A-2om 13A-2ocs 0.091 0.540 0.201 n n n 2.52 14.96 5.57 285 14.08 5.29 96 15 0 81 0 0 204 228 0 230 215 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2om 11DO 0.540 0.390 n n 14,96 10.80 14.08 1203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W 12C-Osw 13A-2ocs 12C-Osw 0.091 0.201 0.091 e e S 2.52 5.57 2.52 285 5.29 2.85 0 0 0 0 0 0 0 0 0 0 0 0 48 0 0 48 0 0 121 0 0 137 0 0 2A-2om 2B-2fm 0.540 0.540 s s 14.96 14.96 14,34 14.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tl13A-2ocs 2A-2om 2A-2om OMI 0.540 0.540 s s s 5.57 14.96 14.96 5.29 14.45 14.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W t---G 16B-19ad 12C-Osw 0.049 01091 s w 1.36 2.52 266 285 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 13A-2ocs 2A-tom 0.540 0.201 0.540 w w w 14.96 5.57 14*96 33.86 5.29 3186 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W R 2A-2omd 16B-19ad 12C-Osw 0.620 0.049 OMI w w 17.17 1.36 252 16.08 2.66 1.45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L--D 11DO 16B,38ad 0.390 0.026 n 10.80 0.72 12,03 1.41 0 150 0 150 0 108 0 211 0 66 0 66 0 48 0 93C F 2OP-13t 0.068 1.88 0.98 80 80 151 78 0 0 0 0 F 22A-tol 0.989 27,40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 91 3 Envelope loss/gain 691 726 169 227 12 a) Infiltration 188 61 94 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 878 786 2621 257 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 878 786 262 257 15 Duct loads 1 21% 321/. 188 2481 21% 321% 56 81 Total room load 1 1066 10341 318 339 Air required (cfm) 1 491 46 151 15. Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Oct-28 07:25:39PkwriahtSaft- Right-SuiteO Universal 2017 17.0,23 RSU23828 Page 4 saCGRN\Lot22KensingtonReserveSantaRosaCGRN,rup Cale - 10,18 House faces: N A_L_ PF wrightsoftRight-JCS Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONINg531CODISCOWAY, SANFORD, FL32771 hone: 407-333-2665 ax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: LotMensington ReserveSa Date: 3/31/2015 By: FJF 1 Room name Mstr WIC Mstr Bthrm 2 Exposed wall 25.5 ft 10.0 ft 3 Room height 8,0 ft heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 159.3 ft 1%3 ft2 1.0 x 98.0 ft 98.0 ft2 Ty Construction number U-value BtutVftl-'F) Or HTM Btuhft2) Area (ft9 or perimeter (ft) Load Bt h) Area (ft or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cod 6 yf 12C-Osw 0M1 n 2.52 2.85 0 0 0 0 0 0 0 0 2A-2orn 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-20M 11DO 0.540 0.390 n n 14.96 10.80 14.08 12.03 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 e 2.52 2.85 112 112 282 319 0 0 0 0 W 13A-2ocs 12C-Osw 0,201 0.091 a s 5.57 2.52 5.29 Z85 0 68 0 68 0 171 0 194 0 68 0 63 0 159 0 179 T:2 2A-2om 0.540 s 14.96 14.34 0 0 0 0 0 0 0 0 213-2fm 0.540 s 14.96 14.08 0 0 0 0 5 5 75 70 IL213A-2ocs 2A-2om 0.201 0.540 s s 5.57 14.96 5.29 14,45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14,96 14.08 0 0 0 0 0 0 0 0 W 16B-19ad 0,04,9 s 136 266 24 24 33 64 12 12 16 32 t--.G 12C-Osw 0.091 w 2.52 2.85 0 0 0 0 0 0 0 0 2A-2om 13A-2ocs 0,540 0.201 w w 14.96 5.57 33.86 5,29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 0,540 w 14.96 33,86 0 0 0 0 0 0 0 0 2A-2omd 0,620 w 17.17 16.08 0 0 0 0 0 0 0 0 W R 16B-19ad 12C-Osw 0,049 0.091 w 1,36 2.52 2.66 1,45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 n 10,80 1203 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 159 159 115 225 98 98 71 138 F 26P-1.3t OMB 1.88 OM 0 0 0 0 0 0 0 0 F 22A4N 0.989 27.40 OM 0 0 0 0 0 0 0 0 6 c) AED excursion 10 5 Envelope loss/gain 601 791 1 320 415 a) Infiltration 399 129 156 5112 b) Room ventilation 0 0 0 0 1133 1 ntemaJ gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 0 Subtotal (lines 6 to 13) 1000 920 477 4661 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1000 920 477 466 15 Ductloads 1 21% 321/6 214 290 21%1 of 102 147 Total room load 1213 1210 5791 612 Air required (cfm) 1 56, 54 27 27, Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Oct-28 07:25:39AP` ll- wrilghtsaft- Right -Suited Universal 2017 ITOM RSU23828 Page 5 osaC GRN\Lot22Kens ington Res erveSantaRosaCGR N, rup Calc-M,18 House faces: N j . Ir wrightsoft, Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot22Ken singto n ReserveSa Date: 3/31/2015 By: FJF 1 Room name Mstr Bdrm Mstr WC 2 Exposed wall 34.5 it 0 ft 3 Room height 0 It heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 18.5 x 16.0 it 296.0 ft' 3.5 x 5.5 it 19.3 ft2 Ty Construction number U-value BtulVft2-'F) Or HTM BtuWft9 Area (M or perimeter (ft) Load Btuh) Area (ft2 or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vr 12C-Osw 2A-2om 13A-2ocs 0.091 0,540 0.201 n n n 252 14.96 5.57 285 14,08 5.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 11 2A-20m 11DO 0.540 0.390 n n 14.96 10.80 14.08 12,03 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W 12C-0sw 13A-2ocs 12C-0sw 0.091 0.201 0.091 e e s 2.52 5.57 252 285 5.29 285 0 0 148 0 0 133 0 0 335 0 0 378 0 0 0 0 0 0 0 0 0 0 0 0 T= 2A-2orn 2B-2fm 0.540 0.540 s s 14.96 14.96 14.34 14.08 15 0 13 0 228 0 219 0 0 0 0 0 0 0 0 0 IL213A-2ocs 2A-2om 2A-2orn 0.201 0.540 0.540 s s s 5.57 14.96 14,96 5.29 14.45 14.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 168-19ad 0.049 s 1.36 266 0 0 0 0 0 0 0 0 t--G 12C-0svv 0.091 w 252 2.85 128 113 284 321 0 0 0 0 T:: 2A-2om 13A-2ocs 2A-2orn 0.540 0.201 0.540 w w w 14.96 5.57 14.96 3186 529 33.86 15 0 0 0 0 0 228 0 0 516 0 0 0 0 0 0 0 0 0 0 0 0 0 0G G W R 2A-2omd 16B-19ad 12C-Osw 0,620 0Z49 0.091 w w 17.17 1.36 2.52 16.08 2.66 1,45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L--D 11DO 166-38ad 0.390 0.026 n 10.80 0.72 1203 1.41 0 296 0 296 0 213 0 418 0 19 0 19 0 14 0 27C F 20P-131 OM8 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tO 0.989 27.40 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 147 0 Envelope loss/gain 1288 1999 14 27 12 a) Infiltration 539 175 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 6001 0 1 Subtotal (lines 6 to 13) 1828 3004 14 27 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1828, 3004 14 27 15 Duct loads 1 21% 32% 390 948 21%1 321% Total room load I J- 2218 3952 I 17 35 Air required (cfm) 1021 175 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fiA- vwrights4oftl 2017-Oct-28 07:25:39 1. Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 6 osaCGRN\Lot22KensingtonReserveSantaRosaGGRN.rup Cale = M,18 House faces: N all qr wrightsoft Right-JO Worksheet Entire House DEL -AIR HEATING &AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot22Kensi ng ton ReserveSa Date: 3/31/2015 By: FJF 1 Room name loft Laundry 2 3 Exposed wall Room height 32.0 ft 8.0 ft heat/cool 0 ft 8.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 345.5 ft 345.5 ft2 7.0 x &0 It 42,0 ft2 Ty Construction number U-value Btuh/W'F) Or HTM Btutvft2) Area (ftq or perimeter (it) Load Btuh) Area (ft) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat cool 6 VL_G 12C-Osw 2A-tom 0.091 0.540 01201 n n n 2 52 14.96 5,57 2.85 14,08 5.29 112 15 0 97 0 0 244 228 0 275 215 0 0 0 0 0 0 0 0 0 0 0 0 0 11 T= 13A-2ocs 2A-2om 11DO 12C-Osw 13A-2ocs 12C-Osw 0.540 0,390 0,091 0201 OMI n n e e s 14.96 10.80 2.52 5.57 2.52 14,08 12.03 2.85 5,29 2.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W T= 2A-2om 2B-2fm 0.540 0.540 s s 14,96 14.96 14.34 14.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T= 13A-20cs 2A-2om 2A-2om 0.201 0,540 0.540 s s s 5.57 14.96 14.96 S29 14.45 14.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W t__G 16B-19ad 12C-Osw 2A-2om 13A-2ocs 2A-2om 0.0419 0,091 0.540 0,201 0.540 s w w w w 1.36 2152 14.96 5.57 14.96 2.66 2,85 33.86 5.29 33.86 0 114 15 0 0 0 99 0 0 0 0 249 228 0 0 0 281 516 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W R 2A-2omd 16B-19ad 12C-0sw 0.620 O,049 0,091 w w 17.17 1.36 2,52 16.08 2.66 1.45 0 30 0 0 30 0 0 41 0 0 80 0 0 0 0 0 0 0 0 0 0 0 0 0 L---D 11DO 16B-38ad 0390 0,026 n 10.80 0.72 1903 1.41 0 346 0 346 0 249 0 488 0 42 0 42 0 30 0 59C F 20P-13t 0.068 1.88 0,98 225 225 424 220 0 0 0 0 F 22A-tol 0.989 27.40 OM 0 0 0 0 0 0 0 0 6 c) AED excursion 185 7 Envelope loss/gain 1663 2260 30 52 12 a) Infiltration 500 162 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 600 Subtotal (lines 6 to 13) 2163 2422 301 652 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2163 2422 30 652 15 Duct loads 21% 321/6 462 764 21% 321/. 6 206 Total room load 26251 3186 37 858 Air required (cfm) 120 1 41 21 38 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 110- wrllghtsq ft' 2017-00-28 07:25:39 Right-Suiteg) Universal 2017 1T0.23 RSU23828 Page 7 osaCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Calc = MJ8 House faces: N I f - wrightsoft, Right-J@ Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407-333-2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job; Lot22KensingtonReserveSa... Date; 3/31/2015 By. FJF 1 Room name Morning Pant 2 Exposed wall 41.0 ft 6.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 19.0 x 11.0 ft 209.0 ft2 7.0 x 6.0 ft 42.0 ft2 Ty Construction number U-value Btuhtft2°F) Or HTM BtuWft2) Area (ftq or perimeter (ft) Load Btuh) Area (ftq or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vj! 12C-Osw 0.091 n 2.52 Z85 0 0 0 0 0 0 0 0 L---( 2A-2om 13A-2ocs 0.540 0.201 n n 14.96 5.57 14.08 5.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2A-2om 11 DO 0.540 0.390 n n 14.96 10.80 14.08 12.03 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W 12C-Osw 13A-2ocs 12Cdsw 0.091 0.201 0.091 a e s 2.52 5.57 2.52 2.85 5.29 285 0 103 0 0 103 0 0 572 0 0 544 0 0 56 0 0 56 0 0 312 0 0 297 0 2A-2om 2B-2fm 0.540 0.540 s s 14.96 14.96 14.34 14,08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L----CG 13A-2ccs 2A-2om 2A-2om 0.201 0.540 0.540 s s s 5.57 14,96 14.96 5,29 14.45 14.08 177 49 0 128 38 0 714 733 0 679 708 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vi( 16B-19ad 12C-Osw 0.049 0.091 s w 1.36 2.52 2.66 2.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1--G 2A-2om 13A-2ocs 2A-2om 0.540 0,201 0.540 w w w 14.96 5.57 14.96 33.86 5.29 33.86 0 103 0 0 55 0 0 304 0 0 289 0 0 0 0 0 0 0 0 0 0 0 0 0 W P 2A-2omd 16B-19ad 12C-Osw 0.620 0.049 0.091 w w 17.17 1.36 2.52 16.08 2.66 1.45 48 0 0 48 0 0 824 0 0 772 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-38ad 0.390 0.026 n 10.80 0.72 12.03 1.41 0 209 0 209 0 151 0 295 0 0 0 0 0 0 0 0C F 20P-11at 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 209 41 1123 0 42 6 164 0 6 c) AED excursion 383 4 Envelope loss/gain 4422 3671 476 292 12 a) Infiltration 748 242 109 35 b) Room ventilation 1 0 0 1 0 0 13 Internal gains: Occupants (_a 230 0 0 0 0 Appliances/other 5 50 Subtotal (lines 6 to 13) 5170 3918 586 378 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 586 378 14 Subtotal 5170 3918 0 0 15 Duct loads 1 21 % 321/6 1104 1236 to,/ 10% Of 0 Total room load 6274 5154 1 0 0 Air required (cfm) 288 229 1 0 0 Calculations 2gproved by ACCA to meet all requirements of Manual J 8th Ed. JJ 2017-Oct-28 07:25:39rkwwrhtS4DRight-SUiteV Universal 2017 17.0.23 RSU23828 Page 8 osaCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Cale = MJ8 House faces: N Duct System Summary Job: LotMensing ton Reserv.. wrightsoft* Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web; WWW.DEL-AIR.COM Project Information _ 7 For: Ryan Homes 2316 TUDOR ROSE DRIVE, SANFORD, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0,40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.241 in/100ft 1283 cfm Cooling 0,40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.241 in/100ft 1283 cfm 141 ft Name Design Btuh) Htg cfm) CIg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg. Eqv Ln (ft) Trunk Bdrm 2 h 1608 74 70 0.399 6.0 Ox 0 VIFx 15.3 70.0 Bdrm 3 h 1066 49 46 0.383 6,0 Ox 0 VIFx 18.8 70.0 Bthrm 1 c 339 15 15 0.443 4.0 Ox 0 VIFx 6.7 70.0 Dinette/Kitchen h 1641 75 75 0.297 6.0 Ox 0 VIFx: 14.5 100.0 SO Dinette/Kitchen-A h 1641 75 75 0.289 6.0 Ox 0 VIFx 17.7 100.0 stl Great h 5111 235 225 0.257 9.0 Ox 0 VIFx 32.1 100.0 SO Laundry c 858 2 38 0.451 4,0 Ox 0 VIFx 5.4 70.0 Morning h 6274 288 229 0.241 9.0 Ox 0 VIFx 25.9 115.0 stl Mstr Bdrm c 3952 102 175 0.372 8.0 Ox 0 VIFx 21.4 70.0 Mstr Bthrrn c 612 27 27 0.429 5.0 Ox 0 VIFx: 9.2 70.0 Mstr WC c 35 1 2 0.433 4.0 Ox 0 VIFx 8.5 70.0 Mstr WIC h 1213 56 54 0.445 5.0 Ox 0 VIFx 6.4 70,0 Powder h 193 9 8 0.296 4.O Ox 0 VIFx 14.7 100.0 SO Study h 3418 157 103 0.284 7.0 Ox 0 VIFx 19.7 100.0 stl loft c 3186 120 141 0.369 0 Ox 0 VIFx 22.2 70.0 Name Trunk Type Htg cfm) CIg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk SO Peak AVF 839 715 0.241 601 16.0 0 x 0 VinIFIx 2017-Oct-28 07:25:40 wrightSOW Right-SuiteD Universal 2017 17.0,23 RSU23828 Page I Z& .. .saCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Calc - MJ8 House faces: N Return Branch Detail Table Name Grille Size (in) Htg cf m) CIg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk_ rbl Ox 0 1283 1283 0 0 0 0 Ox 0 VlFx 2017-00-28 07:25A0 wrightSOW Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 2 I'm ...osaCGRN\Lot22KensingtonReserveSantaRosaCGRN.rup Calc 5 M,18 House faces: N T-V CA 0.'7 if GMTROOM 94, QA V f CIA I 0- 1 6 ecd3' 7 : L 225 zbathductox - U 0 0 T11 5 75 to roof cap 6. Z5 jrW/Fan 6- 42X42 A/C SLABNutone696RNB BY BLEIR MIN y 2' FROM WALL c., to841 POWDURA10 7 gg 3.5 TON V/8KW e240V IPH I9xI3 P(.m 24.14 rd platform by QL spy bid, FOYU V-4'QA .Coke 1/8'.1,0, Z-1 ti 20x6 watt rag 1-W&GE Ln 0 Z a) in 0 E 0 1— Ln 0 O' LD GzCUL0"O'ly. T,.nsf.r durWAWkes sized In- PIACH way compl— ewith FrJ koda.ResIdentlakk cV.V ad 170CLA B.Ikdlmg ocle - MOM4 Balanced (Ij W M Return Air, exceptions 1 3. Builder L, must provide unrestritted I Inch undercut on doo0sr-to hablWoke Ra tlYl z ii;— 2 w X ' 44ii— - -IRA— T ca z cl z t, per-- S mroy c AV 4-u'cV K—Qn W Tn—wXafl-m M CL -j 5) a Rating t+-t h— . . . W— Cle4ronCe of 4 I-h.. --d the oIr h-dt., per V. State Energy -d,. Nt duct h- .. —6 M.AO.V— —k.., ry W0 LA d Z 0) LA r-I OKE00 0 z c z d CU Ld CY 0 (U \/ FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include 0 This checklist 0 A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). 0 Energy Performance Level (EPL) Display Card (one page) El Mandatory Requirements(three pages) Required prior to CO for the Performance Method: 0 Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 A completed Envelope Leakage Test Report(usually one page) 0 If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 10/28/2017 7:33:36 AM EnergyGaugeO - USRCSB v5.1 Page 1 of 1 COPY 4 _4,tj& DAoql ri t4oScAtem-A.:nc, lt4l?6( 6 V LAJ V/ Cr 21 k 13 oe D v Sp SANFORD 0/0 k sewer%-, YAe v I 44-V DESCRIPTION AS FURNISHED: Lot 22, KENSINGTON RESERVE, as recorded in Plot Book 81, Pages 86 through 92, Public Records of Seminole County, Florida, PLOT PLAN FOR / CERTIFIED TO: Ryon Homes1NVR Inc. RECORID Coj)\,` TRACT C DRAINAGE AREA S 8904854 " W PR60, 00' PRMT ull 37,13' LOT 22 37. 13' Ok to construct single family home with setbacks and impervious area shown on plan. Vie. Yli-a pzosa - —10.60 18, 7' 2 1.3' LANAI 21,3' To'do PART OF LOT 40 NT LOT 21 PALM HAMMOCK ALLOTMENT PROPOSED MODEL Pa 1, PGS 104-105 SANTA ROSA — C 2 CAR GARAGE RIGHT W\MORNING RM, 6.50 WILANAI AIC Z) ENTRY GT 10. 18. 7' 12,0' ck ai 2 1.3' 16' DRIVE 10. d07- WALK 5.20' 25.87' 10' UTLY ESMT PLAT PRM 4' WALK 11.66' __ 0 ANG POINT LOT 40 B.BJ S 89*4854" W 60. 00' Y L- TUDOR BOA-)C--- r, 7 -DR-[V-F, 50' PRIVATE R1W ) PROPOSED rINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY BUILDING S AC AS FURNISHED FRONT - PER DRAINAGE PLANS E QT PLAL4 62g6 g&QL677QNS - 25' PROPOSED DRAINAGE FLOW REAR - 20' IMPERVIOUS COVERAGE - 2,524* SQUARE FEET OR 36.69 SIDE - 5' FOR 40' LOTS LOT GRADING TYPE B 0001411111111 LOT CONTAINS 6,900.* SQUARE FEET SIDE - 75' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS - 26. LIVING AREA CONTAINS 1,7741 SQUARE FEET SIDE - 10' FOR 75' LOTS Iq CONS LANAI IPORCH CONTAINS 810± SQUARE FEET SIDE STREET = 25' C1?U,(5yEjVAfErER -SCOTT & ASSOCY, IYVC - LA VD SURVEYORS LEGEND LEGEND - P PLAT P.CKL. - POINT (IN LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-14,36 F • r kLD TYP. TYPICAL NOTES; IRON PIPE MC POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED]ROC DOES HEREBY =nFY THAT Ims SURVEY wevs rN., STANDARDS or PRACTICE SET roam By THE FLORIDA O0AR0 OF C IN. CONCRETE MONUMENT PAD, RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADWNWMTW CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES SET LR. I/a, OX /NLR 4*% RP_ MON-RADIAL 2 UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED 51AA, THIS SURVEY MAP OR COPIES ARE NOT VALID, RE" PRCCOVCRED V.P1 wITNESS POINT 3. THIS SURVEY WAS PREPARED FROM vnx INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS P.O.B. • 0 r OF BEGINNING CALC. CALCULATO OR EASEMENTS THAT AFFECT THIS PRopany. ICPOINT UF COMMENCEMENT — F— tMWNTREFERENCE MONUMENT 4. No UNDERGROUND jWppOVWENyS HAVE DFXrtCENTERLINEF.F. ELEVATION TIONBEEN LOCATED UNLESS OTHERWISE SHOWN, N& D • MAIL L DISK B.SL • BUILDING SETBACK LINE 5 THIS SURVEY IS PREPARED FOR INC SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENOTY. R/ W RIGIAT-OF-WAY BK • BENCHMARK IS OlUENSKINS SHOWN MR THE 0)ATION Of IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT 0 N UN F CASEMENT BASE REARING 7. DISARMS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS EASE BEARING (9,B) THU 0 U DARY FS. SMT. DRAIN, DRAINAGE IJTtL UTILITY ELEVATIONS, IF SHOW, ARE BASED ON WTIONAIL GEODETIC VERTICAL DAIVM OF 1920, UNLESS OTHERWISE NOTED. CL, R, • CHAIN LINK FENCE 0. CMMATE OF AUTHOM, MOON N>. 096, WD. FC . WOOD FENCE - C/ B CONCRETE BLOCK SCALE I-- I' - 20 DRAWN BY., P.C.OINT OF CURVATURE AIL r P' TPOINT OF TANGENCY DATE ORDER No. D6C, • DESCRIPTION CERTIFIED &Y. — R L ARCRADIUSLENGTH PLOTPLAN 10-17-2017 4436-17 D • DELTA C CHORD 0 C.B. CHORD BEARING NORTH TI- as BUILOINGIPROPERry DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER *FIRM' , AiNh8 47 It ZONE 'X" MAP f 12117CO09OF (00-28-07) a 5COTT,( .L i AN Awl mrmt&uftOF M TUES A F LOR I DA CORPORATION 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 Lo PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING iiiiimm-ff 1! . 3 071 PROJECT: KENSINGTON RESERVE COUNTY: SEMINOLE LOT/BLK/MODEL: LOT:22 / MODELSANTA ROSA / ELEVC / GAR R MASTER#: XR5SRCLM I Adlo_= A-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job XR5SRCLM A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RYAN HOMES Project Name: Scattered Lots Lot/Block: Model: SANTA ROSA Address: Subdivision: City: County: Seminole State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014(TP12007 Design Program: MiTek 20/20 &0 Wind Code: ASCE 7-10 Wind Speed: 150 MPH Roof Load: 40,0 psf Floor Load: 55.0 psf This package includes 50 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31 Ao3,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0071135 A01G 4/5117 13 A0071147 FG1 4/5117 25 A0071159 FL12 4/5117 2 A0071136 A02 4/5/17 14 A0071148 FG2 415/17 26 A0071160 FL13 4/5/17 3 A0071137 A03 4/5/17 15 A0071149 FG3 4/5/17 27 A0071161 FL15G 4/5/17 4 A0071138 A04 4/5/17 16 A0071150 FL01GE 4/5/17 28 A0071162 FL16 4/5/17 5 A0071139 A05 4/5/17 17 A0071151 FL02 415/17 29 A0071163 FL17 4/5/17 6 A0071140 A06 4/5/17 18 A0071152 FL03 4/5/17 30 A0071163 FL18 4/5/17 7 A0071141 CA 4/5/17 19 A0071153 FL05 4/5/17 31 A0071164 FL19 4/5/17 8 A0071142 CAA 4/5/17 20 A0071154 FL06G 4/5/17 32 A0071165 FL20 4/5/17 9 A0071143 CAL 4/5/17 21 A0071155 FL07G 4/5/17 33 A0071166 FL21GE 4/5/17 10 A0071144 CJ3 4/5/17 22 A0071156 FL08 4/5/17 34 A0071168 G03G 4/5/17 11 A0071145 UK 415/17 23 A0071157 FL09G 4/5/17 35 A0071169 H03 4/5/17 12 A0071146 I CJ5 4/5/17 24 A0071158 I FL11GE 4/5/17 36 A0071170 H04G 4/5/17 The truss drawings) referenced have been prepared by MiTek Industries, Inc. under my direct suoervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSIfTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents'] provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo ill PE by [At Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. T engineering responsibility for the design of the single Truss depicted on the TDD only The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. This item :has Gmen ekechoni i-17,,9,,ed and sealed by XoOw,y tamGc €It. €?E_ ors 46117 uj-,q a mgml sign ahue. P+4n[ed co lk i:s of this dacusnent arm oral rh ns;dr raU signs<1 and se:(r+d, The srgnahu¢ mun[4e ve(i'ied an any sr3 Frcrnrc capEes. SERIAL #: 38BCA221000000004C1287DF A-t ROOF TRUSSES A FLORIDA CORPORATION RE: Job XR5SRCLM No. Seal # Truss_ Nam_ a Date 37 A0071171 HJ3 4/5/17 38 A0071172 HJ5L 4/5/17 39 A0071173 HP 4/5117 40 1 A0071174 J3 4/5/17 41 A0071175 J5 4/5/17 42 A0071176 J5A 4/5/17 43 A0071177 J5GE 4/5/17 44 A0071178 J5L 4/5/17 45 IA0071179 J6A 4/5/17 46 A0071180 J7 4/5/17 47 A0071181 M05G 4/5/17 48 A0071182 M06 415/17 49 A0071183 M07 4/5/17 50 A0071184 M08 415/17 51 STDL01 STD, DETAIL 415/17 52 STDL02 STD, DETAIL 415/17 53 STDL03 STD. DETAIL 4/5/17 54 STDL04 STD. DETAIL 4/5/17 55 STDL05 STD. DETAIL 4/5/17 56 STDL06 STD. DETAIL 4/5/17 57 STDL07 STD. DETAIL 4/5/17 58 STDL08 STD, DETAIL 4/5/17 59 STDL09 STD. DETAIL 4/5117 60 STDL10 STD. DETAIL 4/5/17 61 STDL11 STD, DETAIL 4/5/17 62 STDL12 STD, DETAIL 4/5/17 63 STDL13 STD. DETAIL 4/5/17 64 STDL14 STD. DETAIL 4/5/17 65 STDL15 STD. DETAIL 4/5/17 66 STDL16 STD. DETAIL 4/5/17 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. XR5SRCLM IA01G JHIPGIRDER trusscom ty Ply HOMES / SANTA ROSA 2 ZRYAN A007113 2., Job ReferencqA9ppon@IL_ Npr 30 201 5'Print: 8,020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:42:55 2017 Page ID:fXMofrMaVb?Z7FFUeY3_,NdzegNj-nxFuViphVxm7hwhi_pgRPL8_.ASGBa6rcTf8m7CzTpqk Dead Load Deft. = 5/8 in 3x8 I / 35 36 lb 37 1538 39 40 " 41 42 13 43 14 44 45 46 . I 6x6 W2x4 11 5x 10 MT20H,-:--- 2x4 11 4x8 = 2x4 11 6x6 4x8 = 500 MT20HS= LOADING (psf) SPACING- 2 O CS1. DEFL. in loc) I/defi Ud TCLL 20.0 Plate Grip DOL O 5 TC 0.99 Vert(LL) 0.40 14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 1.01 14 474 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Wind(LL) 0.51 14 950 360 LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. lb/size) 2 3354/0-3-8 (min, 0-1-8) 9 3354/0-3-8 (min. 0-1-8) Max Herz 2 59(LC 8) Max Uplift 2 1234(LC 4) 9 1222(LC 5) Max Grav 2 = 3354(LC 1) 9 3354(LC 1) FORCES. (lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-716012666, 3-24=-10223/3882, 24-25=-10223/3882, 25-26=-10223/3882, 4-26=-10223/3882, 4-27=-10223/3882, 27-28=-10223/3882, 5-28=-10223/3882, 5-6=-10223/3882, 6-29=-10220/3868, 29-30=-10220/3868,30-31=-1022013868, 7-31=-10220/3868, 7-32=-10220/3868, 32-33=-10220/3868, 33-34=-1022013868, 8-34=-10220/3868, 8-9=-715912640 BOTCHORD 2- 17=-2368/6513, 17-35=-2363/6526, 35- 36=-2363/6526, 36-37=-2363/6526, 16- 37=-2363/6526, 16-38=-4183/11372, 15-38=-4183/11372,15-39= 4183/11372, 39-40=4183/11372, 14-40=- 4183/11372, 1441 =4183/11372, 4142=-4183/11372. 1342=4183111372, 1343=4183/11372, 1243= 4183/11372. 12-44=-2346/ 6525, Continued on naae 2 BOTCHORD 2- 17=-2368/6513, 17- 35=- 2363/6526, 35-36=-236316526, 36-37=-2363/ 6526, 16-37=-2363/6526, 16-38=- 4183/11372, 15-38=-4183/11372, 15-39=- 4183/11372, 39-40=-4183/11372, 14-40=- 4183/11372, 14-41 =-4183111372, 41-42=-4183/ 11372, 13-42=-4183/11372, 13-43= 4183/11372, 12-43=-4183/11372, 12-44=- 2346/6525, 44-45=-2346/6525, 45-46=- 2346/6525, 11-46=-2346/6525, 9-1 1=-2351/6512 WEBS 3-17=0/466, 3- 16=- 1559/4183, 4-16=-8771615, 6-16=- 1306/468. 6-14=0/544, 6-12=-13311484, 7-12=-875/613, 8-12=-1571/4200, 8-11 =01466 NOTES- (11) 1) 2-ply truss to be connected together with 12d 0. 13 1"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - I row at 0- 9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) 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= l 50mph (3- second gust) Vasd= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS ( envelope), cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 443 lb FT = 20% 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 beading plate capable of withstanding 1234 lb uplift at joint 2 and 1222 lb uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 276 lb up at 7-0- 0, 128 lb down and 146 lb up at 9-0-12, 128 lb down and 146 lb up at 11-0-12 128 lb down and 146 lb up at 13- 0-12, 128 lb down and 146 lb up at 15-0-12, 128 lb down and 146 lb up at 17-0-12, 128 lb down and 146 lb up at 19-0-12, 128 In down and 146 lb up at 20- 11-4, 128 lb down and 146 lb up at 22-11-4, 128 lb down and 146 lb up at 24-11-4, 128 lb down and 146 In up at 26-11-4, 128 lb down and 146 lb up at 28- 11-4, and 128 lb down and 146 lb up at 30-11 A, and 202 lb down and 276 lb up at 33-0-0 on top chord, and 333 lb down and 108 lb up at 7-0-0, 84 lb down at 9-0-12, 84 lb down at 11-0-12, 84 lb down at 13-0-12,84 lb down at 15-0-12, 84 lb down at 17- 0-12, 84 lb down at 19-0-12, 84 lb down at 20-11- 4, 84 lb down at 22-11-4, 84 lb down at 24-11- 4, 84 lb down at 26-11-4, 84 lb down at 28-11 A, and 84 In down at 30-11-4, and 333 lb down and 108 lb up at 32-11-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 11) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1. 25 Plate Increase=1.25 Uniform Loads (pit) Vert: 1- 3=-60, 3-8=- 60, 8-10=- 60, 18-21=-20 Concentrated Loads (lb) 41 1 1.4ta 1P 10- OWW'. ""A.- I' M. NIS, -.4 Anthony T. Tombo tit, P.F. 80083 ord- rfllow' u t4- . ],,I, V-ww. fn' 4451 St, Woe Blvd, oit Piece, EL 14946 94psmitorim -A this doufflc i.' sy to pokilirtfil r+' Ibml is a into penninio hoot &I post t "I 01hoy L I..b. III, f L XRSSRCLM IA01G HIP GIRDER 12 ( f a ` A0071135 LOAD CASES) Standard Concentrated Loads (lb) Vert: 3=-202(B) 5=-128(B) 8=-202(B) 17=-333(B) 11=-333(6)24=-128(B)25=-128(B)26=-128(B) 27=-128(B) 28=-128(B) 29=-128(6) 30=-128(B) 31=-128(B) 32=-128(B) 33=-128(B) 34=-128(B) 35=-65(B) 36=-65(B)37=-65(B) 38=-65(B) 39=-65(B) 40=-65(B) 41=-65(B) 42=-65(B) 43=-65(B) 44=65(B) 45=-65(6) 46=-65(B) xarly Fhna aa,gMl eKx 1lxA-I IRi'. 9ezut.ft-IF,eiPsiFt l:Ikidf4klWk SH[ffPd('P,CIISIFQT4RQdfJT k+krAt h4 tM xtM!WmasmRttlroas GsiP PxxgE[P4lml4rlrtaq Uwbt IF.F:. khrmt4kn hbte ne &ket ,>t,wd e+[. al[ nttawma attt fe aadwae?RCkM eltd k,t6ntezu [ wst.e.,s eq ;. tam roP,gnvdam«watdkx Nth;, a axAtnwsaam er e dent [ ,wad , n tPP.4r,w tnl. tffik,rye rs:.quas, kaaay m wcswaWx[ Anft[fy T. Tombo III, P.E, mR and p n.t r u, its as aakae¢ ,a a+a't »aNq ran tnu a.+ ,a>r < dm .e.>x.a n owa.sq , 4sfu lkW "-Mew-' tda.t„t:reaan s«T.# 80083 de Wik4pPaNymtadfamatlm. A, W-sm.p. lKwh pvvk afF GNesdtkWil+q [e rMfdk aafPakgSryNf6sktk[RW flEdrf drtmNkr µand pdtaeeIMfMMa Nt it4 t:rlCtt u/0 trcdf It:ttP:aRa, Matt Sngtiµmee dltntt kwWlae.akts 4451 St, LucEa 61vd, dINMu Mad iya;.aatpmetlmavtgaPwmsankeL ik kri Mya[aptea ulk rat krkiq Pat4mf Ac„tt$skn aµma kme brtimq l wmP=H mu ptnkMadx?lFf. Fort Pierce:, FL 34946 npyvight-07016A-Igoof IrM m Astkonyt.lowollIJ1. Pnpewonim01*56aaaum. ineny ham, isprnki6iUd x9h wInMintopetmfmphomA-I I* ltossns Ae kanyLtnmba ilh P.E. 5x6 = 5 00 12 U4 = 46 = 3x4 54 = 9 Dead Load Der. = 11/16 in 18 17 16 is 14 5X8 11 3x8 500 MTXHS= 3x4 = 5x 10 MT20H5= 3x8 = 5X8 11 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 5 TC 0.71 Vert(LL) 0.32 16 999 240 TCDL 10,0 Lumber DOL 1.25 BC 0.81 Vert(TL) 1.01 14-16 476 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -AS Wind(LL) 0.41 16 999 360 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No,3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No,3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied, BOTCHORD Rigid ceiling directly applied. WEBS I Row at midpt 6-18,8-14 4zKifeek—re.—Wmen-diThat Stabilizers and eqWred cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 12 1660/0-3-8 (min. 0-1-15) Max Horz 2 74(LC 12) Max Uplift 2 = 498(LC 8) 12 498(LC 9) Max Grav 2 1660(LC 1) 12 1660(LC 1) FORCES, (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-908/377, 34=-3109/2133, 4-5=-301512021, 5-6=-2793/1960, 6-7=-388812621, 7-8=-3888/2621, 8-9=-2793/1960,9-10=-3015/2021, 10-11=-3109/2133, 11-12=-908/377 BOTCHORD 2-18=-1797/2777, 17-18=-2351/3783, 16-17=-235113783, 15-16=-2353/3783, 14-15=-235313783, 12-14=-1807/2777 WEBS 5-18=-374/748,6-18=-1229/820, 6-16=01306, 8-16=0/306, 8-14=-1 229/820, WEBS 5-18=-3741748,6-18=-1229/820, 6-16=0/306, 8-16=0/306, 8-14=-1 229/820, 9-14=-3741748 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 50mph (3-second gust) Vasd= 1 16mph; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconrurrent 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 498 lb uplift at joint 2 and 498 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/,," gypsum sheetrock be applied directly to the bottom chord. 9) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 195 lb FT = 20% 3 k11.101iT tq-j 1,*.M fq-,Ot Ild—oi kWA* silk I- ".&M-N,— ill I Anthony T. lorntio, fit, P.E. 180083 4 1— #.Wc Wn, 4451 St, Woe Blvd, k .'" t, OR1W."I"i Fort Pierce, R 14946Zt (o#p1hiC 20164 1 loft m - Othopy L lm@o M, F1, itrirr*ma ri it P104114.0.0"a Iffen ptnitiniol'm A I kf 1"'m "11%voy 1, Imtio Ill Fl. 5,00 12 5X6 = 3x4 6 4xG = 3x4 a 5X6 9 Dead Load Dell. ® 1/2 in 9 uS 5x8 11 its 14 3x8 = 3x8 MT20HS--= 3x4 = 3x8 MTMHS- 3x8 -- LOADING (pso SPACING- 2 0_0 CSI' DEFL. in (loc) I/dell Ud TCLI 20.0 Plate Grip DOL 2? 5 TC 1 00 Vert(LL) 0,29 16-18 999 240 TCDL 10,0 Lumber DOL 115 BC 0.88 Vert(TL) 0.76 16-18 631 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.21 12 n/a n1a BCDL 10.0 Code FBC2014rTP,2007 Matrix -AS Wind(LL) 0.37 16-18 999 360 LUMBER - TOP CHORD 2x4 SP No,2 BOT CHORD 2x4 SP M 30 *Except* 2x4 SP No,2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No,3 1-6-0, Right 2x4 SP No,3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied, fe-kreciiiiim-ein-ds _that Sikbiilziiir; and required cross bracing be installed during truss erection, in accordance with abilizer Installation REACTIONS, ( lb/size) 2 1660/0-3-8 (min.0-1-15) 12 1660/0-3-8 (min. 0-1-15) Max Herz 2 89(LC 13) Max Uplift 2 473(LC 8) 12 473(LC 9) Max Grav 2 1660(LC 1) 12 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-12401249, 3-4=-3138/2198, 4- 5=-2869/1961, 5-6=-2630/1905, 6- 7=-3212/2268, 7-8=-3212/2268, 8- 9=-263011905, 9-1 0=-28691196 1, 10- 11 =-3138/2198, 11-12=-1240/249 BOTCHORD 2- 18=- 1855/2819,17-18=-1 911/3148, 16-17=- 191113148, 15-16=-1912/3148, 14-15=- 1912/3148, 12-14=-1862/2819 WEBS 4- 18=- 243/385, 5-18=-396/749, 6-18=- 805/528, 8-14=-805/528, 9-14=- 3961749, 10-14=-243/385 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=S,Opsf; BCDL=5,Opsf; h=25ft; Cat. 11; Exp C; Encl,, GCpi=O, 18; MWFRS (envelope) and C- C Exterior(2) zone; cantilever left and right exposed ;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1 ,60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water pending. 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 473 Ith uplift at joint 2 and 473 lb uplift at joint 12, 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and ' V gypsum sheetrock be applied directly to the bottom chord. 9) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (- BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE( S) Standard 5X8 11 PLATES GRIP MT20 244/ 190 MT20HS 1871143 Weight: 200 lb FT = 20% w A. om.0.4.4 Anthony T. To bo 111, P.E. 60061 4451 St. Lade Blvd. Zt (orright02016Adfinal441sm - WhoRy 1. lAk. III, P'L 149nninaw of Ms clo"nanot, in day to i, pohikiled tho "o.n iinmislio flom 4 1 loci In'sm Anthony E lanaiIII FJ , 34946 1 5-Ii—JP YF Wkin'45 TypJobe IXRSSRCLM A04 T-___ _____ml_ 1 .( ob R< At Roof Trusses, Fort Pierce, FL 34946, design@altniss.com Run: 7.620 s Apr 30 2015 Print: 8.020 s Aug ID:fXMofrMaVb?Z7FFUeY3_Nda 5x6 1,5x4 11 56 5 6 7 A0071138 I Dead Load Deg. = 7116 in 3x4 = 4x6 = 3x8 44 = 3x4 = 6x8 11 6x8 11 LOADING (psO SPACING- 2 O CS1. I.IrFL- L) in (loc) I/defl Ud TCLI 20,0 Plate Grip DOL O TC 0.61 V " (L -0,3314-16 >999 240 TCDL 10.0 Lumber DOL 500: Vert(TL) -0.7814-16 >617 240 BCLL 0.0 Rep Stress Incr 2s' 4' wcB Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.31 14-16 >999 360 LUMBER - TOP CHORD 2x4 SP M 30 *Except* 2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 30 *Except* 4-16=_3111466, 5-16=-162/470, 2x4 SP No.2 5-14=-281/645, 6-14=-448/435, WEBS 2x4 SP No,3 7-14=_2811645, 7-12=-162/470, SLIDER 8-12=-311/466 Left 2x4 SP No.3 1-6-0, Right 2x4 SP No,3 1-6-0 NOTES- (8) BRACING- 1) Unbalanced roof live loads have been considered TOP CHORD for this design. Structural wood sheathing directly applied, 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) BOT CHORD Vasc1=1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Rigid ceiling directly applied. Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) Yie-kne66 rnmends Vhat-§66 Iz r_s-and ie u_ire-d and C-C Exterior(2) zone; cantilever left and right cross bracing be installed during truss erection, in 1M1accordancewithiSjabiexposed ; C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1,60 REACTIONS. ( lb/size) 3) Provide adequate drainage to prevent water 2 1660/0-3-8 (min. 0-1 -15) ponding. 10 166010-3-8 (min, 0-1 -15) 4) This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live 2 =- 104(LC 13) loads. Max Uplift 5) * This truss has been designed for a live load of 2 - 447(LC 8) 20.Opsf on the bottom chord in all areas where a 10 - 447(LC 9) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members, with BCDL 2 1660(LC 1) 10.Opsf. 10 1660(LC 1) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at FORCES. ( lb) joint 2 and 447 lb uplift at joint 10. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 7) This truss design requires that a minimum of 7/16" when shown. structural wood sheathing be applied directly to the top TOP CHORD chord and I/V gypsum sheetrock be applied directly to 2- 3=-1172/352, 3A =-3150/2217, the bottom chord. 4-5=- 2873/1999, 5-6=-2829/2094, 8) WARNING - Please thoroughly review the "A-1 6-7=- 2829/2094, 7-8=-2873/1999, ROOF TRUSSES (-SELLER), GENERAL TERMS & 8-9=- 3150/2217, 9-10=-1172/352 CONDITIONS CUSTOMER (-BUYER") BOT CHORD ACKNOWLEDGEMENT" form. 2-16=-1870/ 2830,16-25=-1433/2441, 25-26=-143312441, 15- 26=-1433/2441, LOAD CASE(S) 14-15=-1433/2441, 13-14=-1435/2441, Standard 13-27=-143512441, 27- 28=-1435/2441, 12-28=-143512441, 10- 12=-187612830 WEBS 4-16=-311/ 466, 5-16=-162/470, 5-14=-281/645, 6-14=44B/435, PLATES GRIP MT20 244/ 190 Weight: 197 lb FT = 20% Anftny T, TomW [IT, F.E. 4451 St, Lucie Blvd. 0 S," tq 0 , A% 4,4wo fort Pierre, I L 34946 WWI 1, lamh ill, PA. 8Mho.yf,hmbo1l1,FL 6x8 11 5, 0 0 r1_2 5x6 = 1.50 11 5x6 — 16 3x4 5x6 = 3x8 = 5x6 = 3x4 LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) I/deft Ud TCLL _ 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0,3816-18 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) OZ5 16-18 568 240 BCLL 0,0 Rep Stress In _r YES WB 0.57 Horz(TL) 017 12 n/a n/a BCDL 10,0 Code FBC2014rrPI2007 Matrix -AS Wind(LL) OL28 16-18 999 360 LUMBER - TOP CHORD 2x4 SP No,2 *Except* 2x4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No,3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Uifei recommends -Cha—t-Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. ( lb/size) 2 1660/0-3-8 (min.0-1-15) 12 = 1660/0-3-8 (min, 0-1-15) Max Herz 2 = 119(LC 17) Max Uplift 2 446(LC 12) 12 446(LC 13) Max Grav 2 1660(LC 1) 12 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1114/360, 3-4=-3131/2193, 4-5=- 292712130, 5-6=-2845/2149, 6-7=- 2454/1887, 7-8=-2454/1887, 8-9=- 2845/2149, 9-10=-2927/2130, 10-11 =- 3131/2193,11-12=-1 114/360 BOT CHORD 2-18=- 1833/2808,18-27=-1313/2268, 17-27=- 1313/2268, 17-28=-1313/2268, 16-28=-1313/2268, 16-29=-1313/2268, 15-29=-1313/2268, 15-30=-1313/2268, 14-30=-131312268, 12- 14=-1838/2808 WEBS 4-18=-375/ 533, 6-18=-429/615, 6-16=-1 11/ 484, 7-16=-293/264, WEBS 4-18=-375/ 533, 6-18=-429/615, 6-16=- 111/484, 7-16=-2931264, 8-16=-1 11/ 484. 8-14=-4291615, 10-14=-3751533 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=150mph (3-second gust) Vasd= I 16mph; TCDL= S.Opsf; BCDL=5.0psf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior( 2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint not 2 and 446lb uplift at joint 12. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord, 8) WARNING - Please thoroughly review the "A -I ROOF TRUSSES ('SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE( S) Standard Dead Load Defl. = 7116 in 6x8 11 PLATES GRIP MT20 2441190 Weight: 200 lb FT = 20% Anthony T, Tombe 111, P,E, Ifn mWin 80083 4451 t, Woo 61 d, 2014 ran Pierce, FL 34946 zt "" """" -11041hol"t Ar*4.yIAMI,4IIJ,F,L Ritpolvakii, onist dissiorstm, usitity fosm, is 4 1 goof hossm WhopylAWWRIIJ, Trussus' 6b AF06rXR5SRCL Hip 3s.com Run: 7.620 s Apr 30 2015 Pr i Wt. 8.020 s Ai ID:fXMofrMaVb?Z7FFUeY3 5-00 12 5x6 5x6 A0071140 Inc, Wed Apr 057_0942:69-2_017 Pagel TDfkOZBJkN3bvW0hC0H6_G.zTpqC Dead Load Dell. = 7116 in 17 - 1 11 11 1. 1-1 11 13 6x8 11 UTT = 54 --- 30 = 5x6 = 3x8 6X8 11 LOADING (psf) SPACING- 2-" I _ TCL20.0 Plate Grip DOL 1.25 TCDL Lumber DOL 1.25 BCLIL 0, Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2TT4 SP No.2 *Except* TI: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 6-17.7-13 MiTTek- recommends -that Stabilizers and required cr oss bracing be installed during truss erection, in accordance with Stabilizer Installationguide_ REACTIONS. ( lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 11 166010-3-8 (min. 0-1-15) Max Harz 2 =- 133(LC 13) Max Uplift 2 - 464(LC 12) 11 =- 464(LC 13) Max Grav 2 1660(LC 1) 11 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1102/358, 3-4=-3119/2226, 4-5=- 294412109, 5-6=-3000/2327, 6-7=- 2223/1744, 7-8=-3000/2327, 8-9=- 2944/2109,9-10=-3119/2226, 10- 11 =- 1102/358 BOTCHORD 2- 17=- 1875/2794, 17-26=-119412137, 16-26=-1194/ 2137, 16-27=- 119412137, 15-27=-119412137, 15- 28=-1194/2137, 14-28--1194/2137, 14-29=- 1194/2137, 13-29=-1194/2137, 11-13=-1882/2794 WEBS 5-17=410/532, 6-17=-711/865, CS 1. UEFL. in (loc) Well TC 0.72 Vert(LL) -0.36 15-17 > 999 IC O 7' Vert(TL) -0.81 15-17 > 590 WB 0.36 Horz(TL) 0.17 11 n/ a Matrix -AS Wind(LL) 0.29 15-17 >999 WEBS 5-17=-410/532, 6-17=-711/865, 6- 15=-511346, 7-15=-51/346, 7-13=- 7111865, 8-13=-410/532 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 150mph (3-second gust) Vasd=l 16mph; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS ( envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11,60 plate grip DOL= 1,60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 2 and 464 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %d" gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the * A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT" form, LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 240 n/a 360 Weight: 211 lb FT = 20% MIA, Anthony T. Tombo 111, P F. 4 80083 4451 St. Lucie Blvd, I W Pwce, f L 34946 hpthoy I. Tomb* III P1, XR5SRCLM 1CJ1 I Corner Jack trusscorn A007114 S Aprju 2U1b Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09AZ69-36-1-7Page 1 ID:fXMofrMaVb?Z7FFUeY3-NdzegNFgiUPL4sCZAHZ9X?TDfkOZBJtjj31V,rW5KCOH6-G_zTpqQ LOADING (pso SPACING- 2 0 CSI. DEFL. in loc) I/defi Ud TCLI 20,0 Plate Grip DOL 11 5 TC 0.17 Vert(LL) 0.00 5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 999 240 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) 0.00 3 n/a n/a BCDL mo Code FBC2014fTP12007 Matrix -MR Wind(LL) 0,00 5 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, fKa— - — Milrel recoMmeods I Stalili-lz_rs and required cross bracing be installed during truss erection, in InstallationaccordancewithStabilizerguide. k REACTIONS. (lb/size) 5 = 150/0-3-8 (min, 0-1-8) 3 = IO/Mechanical 4 5/Mechanical Max Herz 5 = 40(LC 8) Max Uplift 5 = 85(LC 8) 3 = 10(LC I 4 5(LC I Max Grav 5 150(LC 1) 3 = II(LC 8) 4 = 11(LC 3) FORCES. (lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= I 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed :C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 85 lb uplift at joint 5, 10 lb uplift at joint 3 and 5 lb uplift at joint 4. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT* form. LOAD CASES) Standard PLATES GRIP MT20 2441190 Weight: 5 lb FT = 20% Anthony T. Tumbo W, P.E. 80003W.*q4*WW(W.* to .4"e. w4r. cu*k" MAI —d—tier.0 W4., kru 01tv",ow'A 1k; 4451 St. Lucie Blvd, Affl6qyTAMhI0,?,L Rept-dowd twmtftf, i—it 100, 4 pohiwo .4"t It, itkR PNImicot bot A-1 tool hinies - Wholy 1, ImlIo IIIJ1. Fort Pierce, f 1, 34046 ROSA XR5SRCLM 1CJ1A I Comer Jack 14 1 11 A0071142 8 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:00 2017 Page I ID:fXMofrMaVb?Z7FFUeY3__NdzegNi-8v2nYQtqKUPQnhafnMGd6Or3lT4tFYZLcxrXoQzTpqP 2x4 = LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/clefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 010 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n1a BCDL 10,0 Code FBC2014/TP12007 Matrix -MP Weight: 5 In FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 13-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WTek _recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatioq_quide. ____ REACTIONS. (lb/size) 3 = 8/Mechanical 2 130/0-8-0 (min. 0-1-8) 4 = 1/Mechanical Max Horz 2 38(LC 8) Max Uplift 3 = 5(LC 12) 2 = 82(LC 8) 4 I(LC 1) Max Grav 3 8(LC 22) 2 = 130(LC 1) 4 = 15(LC 8) FORCES. (lb) Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=l 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 5 lb uplift at joint 3, 82 ib uplift at joint 2 and 1 lb uplift at joint 4. 6) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard dft'l Anthony 1, Tombo 111, P.E. o 80083 ftftm. 'dn' 4451 t, Lde Blvd, W.44 Im r-owp tq—. k11r.W4N0"W . 1." 510. (".O.Wi" A.PW'A "-. Nw I I ort Pierce, f L 34940 0tvilk0 261k AA toot 1"'m WAoAyI'Io*o4WKL AA*O.y 1, lbo 1 om11, K' zt '* " J00 I truss type Uty Ply IRYAN HOMES /SANTA ROSA XR5SRCLM I C"Ju 1 A0071143ComerJack141 4 [10 r1_2 2x4 = LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1,25 TC 0.09 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 10,0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor-z(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Wind(LL) 0.00 5 999 360 Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No1 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11 -11 oc purlins, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Tek reeammends that Stabilizers and required cross bracing be installed during truss erection, inLr.."cordance with Stabilizer 1 REACTIONS. (lb/size) 2 = 12910-8-0 min. 0-1-8) 4 = 2/Mechanical Max Herz 2 = 39(LC 8) Max Uplift 2 = 107(LC 8) Max Gray 2 = 129(LC 1) 4 20(LC 8) FORCES. (lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconGurrent with any other live loads, 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard Nftm..""W" -4m., -WAf Anthony T. To bo III, RE." P.00 0 - 800M83W14"hi4wW(mi An M room Afit, looloo I." IA"Womom '10n prolm! I" #-WW. L11 4451 St. UKle Blvd, IcO Pierce, FL 14946Zt (oliffight 0 2014 AA pool I .. $as - Ambovy 1, TWO III, P.E. Itiorwo(tim 41 th'i kumov, va ogy form", lifolPiNd .40wh. w.maa primmon hom 4 114.1 4415as Amholy 1. tomb. 11L P.E. RYAN HOMES / SANTA ROSA XR5SRCLM ICJ3 I Comer Jack 18 1 11 A0071144 JLAJob Reference jeptipnad_._] 2015 Print: 8.020 Is Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:02 2017 Page 1 ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-4HAXz6v4s5f807k2unl5BpxNWHI,jS3e4FKeslzTpqN LOADING (psO SPACING- 2 O CS1. DEFL. in loc) I/deft L/d TCLL 20,0 Plate Grip DOL O 5 TC 0.21 Vert(LL) 0.00 4-5 999 240 TCDL 10,0 Lumber DOL 1.25 BC 0.10 VeFt(TL) 0.01 4-5 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 3 n/a, n/a BCDIL 10.0 Code FBC2014rTP12007 Matrix -MR Wind(LL) 0.00 4-5 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or.2-1 1 -11 00 purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, IMiT'ik—re—(oim—r en—ds-fha—t-SFab—iliz—e rs and required 1 cross bracing be installed during truss erection, ins accordance with Stabilizer Installation guide. M __-ZIT REACTIONS. (lb/size) 5 194/0-3-8 (min. 0-1-8) 3 = 69/Mechanical 4 = 28/Mechanical Max Herz 5 74(LC 12) Max Uplift 5 = 71 (LC 8) 3 = 57(LC 12) Max Grav 5 194(LC 1) 3 = 69(LC 1) 4 51 (LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-166/257 NOTES- (6) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vas& 1 16mph; TCDL=5.Opsf; BCDL=5,Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-" 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 beading plate capable of withstanding 71 lb uplift at joint 5 and 57 lb uplift at joint 3. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% 1______1 --------- — ------ TWSMI i itr'slWAI W—i-m— IN so, Anthony r. Tombo III, P.E. 80083 4451 St. Lucie Blvd Fat Pierce, I I, 34946Zt (opy"llit Q 7016 A I 11W [nism - hell,40y 1, ImIro III, It. ROP440ifin 41 this dml. iwy tow 1 1401 T"11" A.tIIriAyT.fiiMhIII,?,L Joe it russ truss typeomer Jack 4 1C ' y rty RYAN HOMES / SANTA ROSA JXR5SRCLMCCJ31L A0071145 Job Reference (qptiona!J At Roof T-r6-sses, Fort Pierre —,FL —3494-6, d—esign@altr'uss,com Run: 8,020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc, Wed Apr 05 ()9A3:02_2_01_iPage 3x4 —,- DEFL. in (loc) I/deft UdCS1. LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1,25 TC 0.15 Vert(LL) 0.01 4-7 >999 360 TCOL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11 -11 oc purlins, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, io0felk recommendsi—tha t a- _qiirea —li6ii and cross bracing he installed during truss erection, in accordance with Stabilizer f!qqInstallIt de. zgj REACTIONS. (lb/ size) 3 69/ Mer-hanical 2 187/ 0-8-0 (min.0-1-8) 4 37/ Mechanical Max Horz 2 71 ( LC 8) Max Uplift 3 = 51 ( LC 8) 2 = 154( LC 8) 4 = 35( LC 8) Max Grav 3 = 69( LC 1 2 187( LC 1) 4 50( LC 3) FORCES. (lb) Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown, NOTES- (6) 1) Wind: ASCE 7-10; Vult=1150mph (3-second gust) Vasd=116mph; TCDL--5.Opsf, BCDL-5.0psf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C- C Exterior(2) zone; cantilever left and right exposed ; porch left 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 51 lb uplift at joint 3, 154 lb uplift at joint 2 and 35 lb uplift at joint 4. 6) WARNING - Please thoroughly review the 'A -I ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (- BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE( S) Standard PLATES GRIP MT20 244/ 190 Weight: 11 lb FT = 20% A,, b. 4'W NV- 'u' *,*f Irr.-e, k'W "W 190'9.M wqw, ask, Anthony T. Tornho 111, R.E. 0* 460083 lot"M 1,01 t #-N. 0'* k" Cww so. W..*w9%P*k4 k" I h'v I- V.4m. A" 4451 St, Lucie Bled.V, Iort Pierce, 11 3494t, r"W.Pt 4. 1 IW Hat W Zt .. m XR5SRCLM 1CJ5 (Comer Jack 18 1 11 A0071146 At LOADING (psf) SPACING- 2 O CS1. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL O 5 TC 0.52 Vert(LL) 0.02 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) 0,07 4-5 877 240 BCLL 0.0 Rep Stress Incir YES WB 0.00 Horz(TL) 0.02 3 n/a n/a BCDL 10,0 Code FBC2014fTP12007 Matrix -AS Wind(LL) 0.04 4-5 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, BOTCHORD Rigid ceiling directly applied. required- MiTek recommends that Stabilizers and cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (lb/size) 5 268/0-3-8 (min. 0-1-8) 3 129/Mechanical 4 54/Mechanical Max Horz 5 114(LC 12) Max Uplift 5 77(LC 8) 3 99(LC 12) Max Grav 5 = 268(LC 1) 3 129(LC 1) 4 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-226/339 NOTES- (7) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL-5.Opsf; BCDL=5,Opsf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 5 and 99 lb uplift at joint 3. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and '/V gypsum sheetrock be applied directly to the bottom chord. 7) WARNING - Please thoroughly review the *A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 03 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Anthony T. Tombo 111, P.E. 180083 in— W t., 9.4"N. aku 4451 St, Lucie Blvd, I oft Pierce, F L 34946ZtittoP"Mmiff [I'm A IN[ Imin MIEN FG1 I FLAT GIRDER A0071147 Dead Load DO. = 11/16 in 04 It - 1. - 6x6 = ZX4 11 3xS = ;ex,t 11 5X10 -- 44 11 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20,0 Plate Grip DOL 1,00 TCDL 10.0 Lumber DOL 11.00 BCLL 0.0 Rep Stress Incr YES BCDL 10,0 Code FBC2014rrPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.2 *Except* 2x6 SP No.2,: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 20 3582/0-74 (min, 0-1-8) 11 3687/0-3-12 (min,0-1-8) Max Grav 20 3582(LC 1) 11 3687(LC 1) FORCES. ( lb) Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1- 20=-3013/0, 1-21 =-701 0/0, 2- 21=-7010/0, 2-22=-7010/0, 3- 22=-7010/0, 3-23=-15509/0, 4- 23=-1550910, 4-24=-1550910, 5- 24=-15509/0, 5-25=-15692/0, 6- 25=- 15692/0, 6-7=- 15692/0, 7- 2 6= - 15692/0, 8 -26 =- 15692/0, 8- 27=-7378/0, 9-27=-737810, 9- 28=-737810, 10-28=-7378/0, 10- 11 =-3073/0 BOT CHORD 19- 20=0/819, 18-19=0/1 3382, 17- 18=0/1 3382, 16-17=011 3382, 15- 16=0/1 8119, 14-15=011 8119, 13- 14=0/1 3776, 12-13=0/1 3776, 11- 12=0/871 WEBS 1- 1 9=0/6577, 2-19=-54510, 3-19=-6795/0, 3- 17=0/704, 7-14=-649/0, 5-14=-2588/0, 5- 15=0/884, 5-16=-2783/0, 4-16=-654/0, 3- 16=0/2273,10-12=016913, 9-12=-71010, 8- 13=01724, 8-14=0/2043, 8-12=-6823/0 CS1. DEFL. in loc) I/defl L/d TC 0.73 Vert(LL) 0.23 15 999 360 BC 0.61 Vert(TL) 0.94 15 261 240 WB 0.65 Horz(TL) 0,08 11 n/a n/a Matrix- MSH NOTES- ( 9) 1) 3-ply truss to be connected together with 12d 0. 131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft-, Cat, 11; Exp C; Encl., GCpi=O. 18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 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. 0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Load case(s) 2, 14, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 404 lb down and 125 lb up at 0-2-12, 127 lb down and 82 lb up at 1-0-0, 134 lb down and 63 lb up at 3-0-0, 208 lb down and 68 lb up at 5-0-0, 282 lb down and 84 lb up at 7-0-0, 282 lb down and 84 lb up at 9-0-0, 282 lb down and 84 lb up at 11 -0-0, 282 lb down and 84 lb up at 13-0-0, 282 In down and 84 In up at 15-0-0, 282 In down and 84 lb up at 17-0-0, and 282 lb down and 84 lb up at 19-0-0, and 342 lb down and 92 lb up at 20- 7-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form, PLATES GRIP MT20 244/190 Weight: 347 lb FT = 20% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,00 Plate Increase= I .00 Uniform Loads (pin Vert: 1-10=-180,11-20=-20 Concentrated Loads (lb) Vert: 1 =-404 1 0=-342 2=-134 7=-282 21 =-1 27 22=-208 23=-282 24=-282 25=-282 26=-282 27=-282 28=-282 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase= 11,00, Plate Increase=1.00 Uniform Loads ( pin Vert: 1- 10=-200, 11-20=-20 Concentrated Loads ( lb) Vert: 1=- 338 10=-296 2=-116 7=-246 21=-107 22=-181 23=-246 24=-246 25=-246 26=-246 27=-246 28=-246 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal= 0.90 Uniform Loads ( pin Vert: 1- 10=-180, 11-20=-20 Concentrated Loads ( lb) Vert: 1 =- 141 10=-160 2=-63 7=-140 21 =-48 22=-101 23=-140 24=-140 25=-140 26=-140 27=-140 28=-140 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75( 0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=11. 60, Plate Increase=1.60 Uniform Loads ( pIq Vert: 1- 10=-131, 11-20=-20 Concentrated Loads ( lb) Vert: 1. 76 1 0=49 2=42 7=48 21 =57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 16) Dead + 015 Roof Live (bal.) + 0.75 Attic Floor + 0.75( 0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=11. 60, Plate Increase=1.60 Uniform Loads ( pin Vert: 1- 10=-131, 11-20=-20 Concentrated Loads ( lb) Vert: 1 = 76 1 0=49 2=42 7=48 21 =57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75( 0,6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber lncrease= 1,60, Plate lncrease=1,60 Uniform Loads ( pin Vern 1- 10=-1_*A1 11_9n=_9n t.,onunueo on page z Metz Ff to..' 04"o- md.it, 1", .4 Anthony T. Tombo III, P,E_ 80083 W4441 St, _' Xie Blvd, z Fort Pierce, L 34946 t kpoil.tiontine, dminiti in 4my town inobibiteil withoo the oni"n poeissiol bet A I Roof hosots Job Truss Truss Type Qty Ply RYAN HOMES / SANTA ROSA XR5SRCLM FG1 I FLAT GIRDER 1 3 A0071147 truss,com Run: 8,020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:04 2017 Page 2 ID:3cbD6QA9jcxoTnUUNBi_XizeZZI-1gllOowKOivrGJtQOCKZGEObz4JSBCPxXZplxBzTpqL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1 =76 1 0=49 2=42 7=48 21 =57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-131, 11-20=-20 Concentrated Loads (lb) Vert: 1 =76 1 0=49 2=42 7=48 21 =57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 W U t Pd*1 Anthony T. Tomho M, P.E. r4w I ok raw., No ' OF. fz' ""kw" $-4,W k. $,t aaatd # 80083 4451 St, Lucie Blyd. Fort Pierce, FL 3494t, kPOOKum AAA d"vm"t'any fvw j, p(bli'leted wdhow"b—iftet ttrmniiolirom &I tot Tnints Ainholy [A,imb*4 I'l, XR5SRCLM IFG2 I 4x8 = FLOOR GIRDERr id —a 1 truss—.comRu—n 1.5x4 II 2 4x4 = 3 Ply I RYAN HOW 2 ljobReferen% 8.020 s Aug 31 2016 MiTek In aVb?Z7FFUeY3—NdzegNi-1gll( 1.5x4 11 4x4 4 5 4x8 = 6 4x4 11 4x4 11 LOADING (psf) SPACING- 2-0-0 TCLL _ 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDIL 5.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 'Except* 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purfins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 12 259310-6-14 (min. 0-1-8) 7 = 2465/0-3-8 (min. 0-1-8) Max Grav 12 2593(LC 1) 7 2465(LC 1) FORCES. ( lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 12=-197610, 6-7=-2063/0,1-2=-382510, 2- 3=-5833/0, 3-4=-5833/0, 4-5=-5833/0, 5- 6=-392810 BOTCHORD 12- 13=0/516, 11-13=0/516, 10-11 =0/3825, 9- 10=0/5833, 8-9=0/3928. 7-8=0/460 WEBS 1- 1 1=0/3757,2-1 1=-1223/0,2-10=0/2374, 6- 8=0/3936, 5-8=-1177/0, 5-9=0/2255 NOTES- (6) 1) 2- ply truss to be connected together with 1 Od 0.131" x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-941 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 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 floor live loads have been considered for this design. A0071148 CS1. DEFIL in loc) I/defl L/d PLATES GRIP TC 0. 37 Ver t(LL) 0.07 9-10 999 360 MT20 244/190 BC 0. 90 Vert(TL) 0.12 9-10 908 240 WB 0. 94 Horz(TL) 0.02 7 n/a n/a Matrix-MSH Weight: 102 lb FT = 20% 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Od 0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1035 lb down at 1-7-0, 1035 lb down at 3-7-0, and 1013 lb down at 5-7-0, and 1013 lb down at 7-7-0 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS CONDITIONS CUSTOMER (- BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1. 00, Plate InGrease=1.00 Uniform Loads ( plf) Vert: 7- 12=-10, 1-6=-100 Concentrated Loads ( lb) Vert: 10=- 1035(F) 8=-1013(F) 9=-1013(F) 13=-1035( F) W, " Who 1.kp i' Wq Anthony F. Tombo 111, P.E. 9 80083 4451 St - hide Blvd. t ionPierce, FL 34940 A.*WyLlowb41101. Repto,10'" 0i th's dowmol'o-y fum"I r" .0to P-Mio. I'm A I Roof hmt Z XRSSRCLM FG3 FLAT GIRDER 4L_J__49b Al Roof Trusses, Fort Pierce, FL 34946, design@a1 tmss.com Run: 8.02Q Reference o tional s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:05 2017 Page' ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-Vsrgc8xz90I itSSdZvropSZkiUcjwe94mDZITdzTpgl Dead Load Defl. = 7/16 in 3x 2 = I 3xi -- 4x4- 1.5x4 11 1 2 4 1.50 11 4x4 3x8 = 3 10 - 302 = 5 6 7 8 9 ffl e 17 15 14 13 12 113x12 = < t8 27 28 16 29 30 31 32 33 10 3x8 11 3x12 == 6x6 - 7x6 4x4 -= 4x4= 6x6 = 3x8 11 Plate Offsets (X Y)- : Q-3-8 9-1-4 [8:0-3-8 U 1-8j 111 0 3 8 Q-1-f!LI 2-0-2_0 9 4 A L Ll5 0-2-8 0-4 1.2j j17:0-3- f :1A LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (fee) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.28 13-14 >776 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.80 Vert(TL) -0.72 13-14 >300 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS Weight: 397 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 "Except` 2x6 SP No.2, : 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 4043/0-7-4 (min. 0-1-8) 18 - 3946/0-7-4 (min. 0-1-8) Max Grav 10 = 6000(LC 2) 18 - 5709(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-12592/0, 19-20=-12592/0, 2-20=-12592/0, 2-21=-21235/0, 3-21=-21235/0, 3-22=-25533/0, 4-22=-25533/0, 4-23=-25533/0, 5-23=-25533/0, 5-24=-25533/0, 6-24=-25533/0, 6-7=-21921/0, 7-25=-21921 /0, 8-25=-21921 /0, 8-26=-13352/0, 9-26=-13352/0, 9-10=4819/0, 1-18=-4679/8 BOTCHORD 18-27=0/ 1280, 17-27=0/1280, 17-28=0/12592, 16-28=0/12592, 15-16=0/12592, 15-29=0/21235, 14-29=0121235, 14- 30=0125533, 13-30=0/25533, 13-31=0/21921, 12-31=0/21921, 12-32=0/13352, 11-32=0/13352, 11-33=0/1377, 10-33=011377 WEBS 6-12=-2115/ 0, 8-11=-3717/0, 5-13=-789/0, 2-15=0/9210, 8-12=0/9126, 1-17=0/12025, 3-14=0/4578, 9-11=0/12706, 6-13=0/3846, 2-17=-3629/0, 3-15=-2256/0, 4-14=-822/0 Continued on page 2 WEBS 6-12=-2115/ 0, 8-11=-3717/0, 5-13=-789/0, 2-15=0/9210, 8-12=0/9126, 1-17=0/12025, 3-14=0/4578, 9-11 =0/1 2706, 6-13=0/3846, 2-17=-3629/0, 3-15=-2256/0, 4-14=-822/0 NOTES- (9) 1) 4- ply truss to be connected together with 12d 0.131'x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5- 0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1 / 2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC wt 1/ 2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Wind: ASCE 7- 10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5. Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1. 60 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) x 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) Load case(s) 2, 14, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 319 lb down and 168 lb up at 0-2-12, 127 lb down and 82 lb up at 1- 0-0, 134 lb down and 63 lb up at 3-0-0, 208 lb down and 68 lb up at 5-0-0, 282 lb down and 84 lb up at 7-0- 0, 282 lb down and 84 lb up at 9-0-0, 282 lb down and 84 lb up at 11-", 282 lb down and 84 lb up at 13-0- 0, and 282 Ib down and 84 lb up at 15-0-0. and 282 lb down and 84 lb up at 17-0-0 on top chord, and 795 ib down at 0-11-4, 795 lb down at 2-114, 795 lb down at 4-114, 795 lb down at 6-114, 795 lb down at 8-11- 4, 795 lb down at 10-11-4, 795 lb down at 12-114, and 1003 lb down at 14-11-4, and 1003 lb down at 16-11- 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE( S) Standard 1) Dead + Roof Live ( balanced): Lumber Increase=1.00 Plate Increase=1.00 Uniform Loads (plf) Vert: 1-19=-0, 9-19=-180, 10-18=-20 Concentrated Loads (lb) Vert: 6=-282 12=- 202(F) 15=-202(F) 3=-208 19=-319 20=-127 21=-134 22=-282 23=-282 24=-282 25=-282 26=-282 27=-202(F) 28=-202(F) 29=-202(F) 30=- 202(F) 31=-202(F) 32=-259(F) 33=-259(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-19=-50, 9-19=-170, 10-18=-20 Concentrated Loads (lb) Vert: 6=-246 12=- 647(F) 15=-647(F) 3=-181 19=-268 20=-107 21=-116 22=-246 23=-246 24=-246 25=-246 26=-246 27=-647(F) 28=-647(F) 29=-647(F) 30=- 647(F) 31=-647(F) 32=-17(F) 33=-817(F) 14) Dead: Lumber Increase= 0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-19=-20, 9-19=-140, 10-18=-20 laaq Fkeu w.pNr ne",M'1-I IUM S44<.k H`;.itlttdfltAESa C?a91tltiAS i45laM j'W1!YI xaAQst4aNfar Mta Mat srp txraNniwrw wkcnRh L.,cRestgnExtpQ;ar.IMURap f. Exsta m_!(.Me,eat 4kk Penn w. Gk,ta nw,u utnl at Aelf¢. eNr Eatnem.cnx swan sergk rW!a 3.;@CNk rvai. h eleess t¢s Epwa•i e.. Sµ: tEpgax,. a¢udwmE epe easa«:ermr dae Ndeaaa+epree.r"q n:na,nea. ne ksped 0e sapeE pm4am t Mt aaa llEl. Eu azpe Ks.apms. Nmn4 +M x. srNl+tp Anthony T. TGRItxS 111, P.E. w/ndn,,?inetmwa9dgaq"e, Euwea aksaxw.M,u.,rr MNnra pw«ae Eaur or..a Ce unnaf ac.B,rKKa+n»Mxa:igp,.k n(rnE iM pp"wine ioewaa6eN dMr;.re,aMtn[s,Mro aNiw w:aa Mn,itl ata n,fre.,aamrd90083 Rn lxiNp o:u x aetraa ntax>sa xa4an ue eaaasas, k.xq E,>tlawgaa.;nsApwaaht wa S&M1 re+duNpe pma RN.ce m sa.„,Mhaes et Re i<rs, ksper *i.ss Mpg hgm**a+tnss Anna. ass apnxetie MaxfNSEnarl e seapannmpy. a pars neeEnr lq fruo- &Cqe Ep a n4Cf 9r kMaf Orryeee. kns Stsae Esg e kayroipp. Ea cpeMiMmxe aen lxAM a!pJ. on Pierc,fL Blvd. zt Fort Pierce, FL34946CappiphE1016MIRaef iassar AathoeyLlaphallL6L Regs44uniaa of this Aarameat.ioany fem, is pohiikl w0out$6 wit4o f"Riwor from A 11W tosses da uay Glaa90 06 tL XR5SRCLM I FG3 I FLAT GIRDER 11 1 4 A0071149 truss.com Run; 8,020 s Aug 31 2016 Print: 8,020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr -wog—.43TF5-20-17 Page 2 ID:fXMofrMaVb?Z7FFUeY3—NdzegNi-Vsrgc8xz901 itS$dZvropSZkiUcjwe94mDZITdzTpqK LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-140 12=-795(F) 15=-795(F) 3=-101 19=-1 13 20=-48 21=-63 22=-140 23=-140 24=-140 25=-140 26=-140 27=-795(F) 28=-795(F) 29=-795(F) 30=-795(F) 31=-795(F) 32=-1003(F) 33=-1003(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=11.60 Uniform Loads (plf) Vert: 1-19=-29, 9-19=-101, 10-18=-20 Concentrated Loads (lb) Vert: 6=48 3=41 19= 116 20=57 21 =42 22=48 23=48 24=48 25=48 26=48 16) Dead + 0.75 Roof Live (bal,) + 0.75 Attic Floor + 0,75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=11.60 Uniform Loads (plf) Vert: 1-19=-29, 9-19=-101, 10-18=-20 Concentrated Loads (lb) Vert: 6=48 3=41 19= 116 20=57 21 =42 22=48 23=48 24=48 25=48 26=48 17) Dead + 0.75 Roof Live (bal.) + 0,75 Attic Floor + 0.75(0,6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1 .60, Plate Increase= 1.60 Uniform Loads (plo Vert: 1-19=-29, 9-19=-101, 10-18=-20 Concentrated Loads (lb) Vert: 6=48 3=41 19= 116 20=57 21 =42 22=48 23=48 24=48 25=48 26=48 18) Dead + 0,75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=11.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-19=-29, 9-19=-101, 10-18=-20 Concentrated Loads (lb) Vert: 6=48 3=41 19= 116 20=57 21 =42 22=48 23=48 24=48 25=48 26=48 W.M to. U." —WA I IWRIea 0011'* Anthony T. Tombo fit, Pl- k1.* 4hup."Jw'* Afnmulom kw. 7 luiphr*4 's., 80083 4451 St. Lucie Blvd, I ort Pierce, f L 34946 lopwoni". 1 lk's itom"It. ifl.ny for., iJ ph4itei.A.0t The wMe. praissiot (too 4 1 hot Nun rJobR5SRCLM FLOIGE GABLE GABLE 1 1 A0071150JJobReferenceaUonal e, FL 34946, design@altruss.00m Run: 8,0N0s_Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc- Wed Apr 05 09:43:06 2017 Page 1 10:fXMofrMaVb?Z7FFUeY3--NdzegNj-z3P2pTybw,19ZVcI p7dN1 Lf54au7LfGZD?tirO4zTpqJ 3x6 FP= 3x3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 CoEii, wil 6 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x6 FP 30 f4 te_QffsejsJX,Yj:j Ed e 0-O Q- _12L 0-1-8 0-0114 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Ildell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 82 lb FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SIP No,2(flat) BOT CHORD 2x4 SIP No,2(fiat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing. REACTIONS. All bearings 18-5-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 32, 17, 31. 30, 29, 28, 26, 25, 24, 23, 22, 21, 20,19, 18 FORCES. ( lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 6) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0,131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard Wi TM6,1wl`t wit ititt" A (Wim wNi'Mr, l'-)" W 51— !"C % "t..y 100 Tombo IN, P.E. 4451 St- Woe Blvd, f- c,(t Pset(e, EL 34946 IfItektm 0 an dotetvtet isfly (N."s P,*Wd .40.1 U -vet pe're"S'" hem A I bal I t, Aothof 1. lofi.. [it F1, XR5SRCLM 1FL02 3X8 2 Floor 1.5x4 11 3 ERYAN H—OME—S/ _S_A_NT_AR0_SA 1 y A007 51] 1 JJ, fobRerence jetionaaj__ Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:06 2017 Page I ID:fXMofrMaVb?27FFUeY3_NdzegNj-z3P2pTybwJ9ZVcI p7dN 1 Lf5v9uxaf6_0?tlr04zTpqJ 1,5x4 11 3x4 = 3x4 3x6 FP= 3x8 4 5 6 7 a Dead Iciad Defl. = 1/8 in 1.5x4 11 3x6 9 19 ld 19 3x6 = 302 MT20HS FP= 1.5x4 11 1,5x4 11 3x8 = 3XI0 -- 3x8 = riare as y „ujA,tt_"- 1-0 l_ts 1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TOLL 40,0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.32 11-12 685 360 TCOL 10.0 Lumber DOL 1,00 BC 0.83 Vert(TL) 0.46 11-12 473 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0,07 10 n/a n/a BCOL 5,0 Code FBC2014/TP12007 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S) WEBS 2x4 SP No,3(flat) Standard BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 10 980/0-3-8 (min. 0-1-8) 16 = 992/0-7A (min. 0-1-8) Max Grav 10 = 980(LC 1) 16 992(LC 1) FORCES. ( lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3061/0, 3-4=-3061/0, 4-5=-3668/0, 5- 6=-3108/0, 6-7=-3108/0, 7-8=-3108/0 BOTCHORD 15- 16=0/1837, 14-15=013668, 13-14=0/ 3668,12-13=0/3668, 11-12=0/ 3668, 10-11=0/1908 WEBS 8-10=- 2081/ 0, 2-16=-2031/0, 8-11=011326, 2-15=0/ 1 352, 7-11 =-300/9, 3-15=-296112, 5-1 1=- 911/0, 4-15=-947/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 13 1' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 4) CAUTION, Do not erect truss backwards. 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 92 lb FT = 20%F, 11 %E Anthony T. Tom1no 111, P.E. A 80083 4451 St, Wde BIA, Tort Pierce, Ft 34946 ZC (.pyvqk1V 201t41RoofWntsAt*omyIJabo1VJ' 1q,00onior it this doniwRt i. toy form, is p(dikileil Aout'h* OtA ?"Misn" book I Roof Tows Truss -6b LFLOs3 Job At Roof Trusses, Fort Pierce, FL 1 Truss Type 1 IY JRFloorSupportedGableI design@altruss.com Run: 8,020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 0! ID:ta7uotTo57oOtNCWmTn2mQyhqgX-RFzQOpyDgdHQ7mc?hKuGuteFi 2 3 4 5 6 A0071 11 TWT Page I IDX2PYWzTpql LOADING (pso SPACING- 2 1%00 CS1. DEFL in (loc) Vdeft L/9d PLATES GRIP LL 40TC '0 Plate Grip DOL TC 0.09 n/a 9Vert(LL) n/a )g MT20 244/190 TCDL 110 0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Cade FBC2014rTPI2007 Matrix-R Weight: 32 lb FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(fiat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(fiat) OTHERS 2x4 SP No,3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-10-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 13,8,12,11, 10,9 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) All plates are 11.50 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 13 1" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard N"U'siott, '-WU Val, Anthony T. Tombo 11.1, P.E. 180083 41—ow", 4451 St. Luce Blvd, Fort Pierce, Ft 34946 Aftlk"VIA.061101' ktpodoom of this do(~' -y f000, 4 pak'b"04 .*.I tht-tt" penoisi.t flop A 11.0 Imm AN XR5SRCLM JFL05 0 1 24 3x6 3X8 2 Floor s 020 -sAuq 31 2016 Print: 8.020i-Ai 3x4 = 3x4 = 3x6 FP= 4x8 3 4 5 6 7 8 9 10 Inc. 3x3 11 3x3 -,,- 3x4 11 12 13 A0071153 8 2017 i5a-qj 1 Dead Load Defl. = 3/16 in 3x3 3X6 3x6 14 28 23 22 21 20 19 18 17 16 15 300 = 30 3x12 MT20HS FR= 410 = 300 3x6 3x4 = LOADING (pso SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1,00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No,3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 15-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-" oc bracing. REACTIONS. (lb/size) 24 1055/0-7-4 (min. 0-1-8) 15 = 43/0-3-0 (min.0-1-8) 18 1793/0-3-8 (min. 0-1-8) Max Uplift 15 =-213(LC 3) Max Grav 24 = 1058(LC 10) 15 = 268(LC 4) 18 1793(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3346/0, 3-4=-3346/0, 4-5=-4139/0, 5-6=-4139/0, 6-7=-4139/0, 7-8-273710, 8-9=-2737/0, 9-10=-2737/0, 10-11=0/1419, 11 -1 2=011 417, 12-13=-238(729 BOTCHORD 23-24=0/1978, 22-23=0/4043, 21-22=014139, 20-21=0/3752, 19-20=0/3752.18-19=0/1070, 17-18=-7291238,16-17=-729/238, 15-16=-729/238 WEBS 2-24=-2187/0,10-18=-2535/0. 2-23=0/1512, 10-19=0/1873, 3-23=-252/0, 8-19=-270/0, 4-23=-771/0, 7-19=- 1155/0, 4-22=- 191/536, 7-21 =0/809, 5-22=-294/66, 6-21=-430/0, 13-15=-2611799, 12-18=-1123/ 0, 12-17=01317 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated, CSI. DEFL. in (lac) Ildeft Ud TC 0.77 Vert(LL) -039 22-23 >632 360 BC 0,87 Vert(TL) -0. 60 22-23 >409 240 WB 0.89 Horz(TL) 0. 09 18 n/a n/a Matrix-S 3) All plates are 1.5x4 MT20 unless otherwise indicated, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 15, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od 0.131" X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) WARNING - Please thoroughly review the " A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 134lb FT=20% F,11% E u"Im- WA IN"( WnN Mr,,; M11V tic Anthony T. Tombo Itf, P.E. 80083 104 .41, P0-WV*I_ 0 - ft-I *"F*., IN OWN wn, 4451 St, Lucie Phat, 0,WkW--44M,W Fun: 13,erce, I L 1494b 4podudon of 11i" kqmc ix 4" torn. [s pfabikitod .3hoote 'no" pntimo Ir" Al lot hism zt " " XRSSRCLM FL06G (Floor 1 Al Roof seTruss, Fort Pierce, FL 34946, design (o a1-truJ s.com Run: 8,020 s Aug 31 2016-P_rin_t_8_.002_0 a MSH422 4x6 = 4x12 == 4 4 = 3x8 = 3x6 FP= 0 1 2 W3 3 5 6 7 8 9 28 27 26 25 24 23 22 21 20 4x8 = 3x8 MT20HS FP= 3x6 11 3x6 II 6x12 600 = 6x8 = 1 A0071154 fl Dead Load Defl. = 1/4 in 402 = 3x3 II 30 = 3x4 = 10 11 12 13 14 0 2 31 Io o w c C7 19 18 17 16 15 3x6 FP= 4x10 -= 3x6 = Plate Offsetsts X,Y jI _Ae Q-0-12 ,L6:0-1-8,Edgej(7:0-1-8,E_cj,112:0-1-8-1-8 Edgel,_j22,0 3-0 0 0-Oj0 (2&:Edget0-1-8_j29 0-1-8y0-0-112U31_0-1-80-0-121u, LOADtNG(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.90 Vert(LL) -0.48 23-24 >512 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.76 23-24 >326 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.09 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weiaht: 163 lb FT = 20%F. 11%aE LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* 2x4 SP M 31(flat) WEBS BOT CHORD 2x4 SP M 31 (flat) *Except* 2-28=-3611/0, 10-18=-3126/0, 2x4 SP M 30(flat), : 2x4 SP No.2(flat) 2-26=0/2866, 10-21=0/2622, WEBS 2x4 SP No.3(flat) *Except* 4-26=-1391/0, 7-21=-2523/0, W4,W14,Wl2,W7,W3: 2x4 SP No.2(flat) 4-24=-433/212, 5-24=-317/0, 7-22=0/710, BRACING- 13-15=0/701, 12-18=-1470/0, TOP CHORD 6-24=0/1544, 6-23=-781/0 Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. NOTES- (10) BOT CHORD 1) Unbalanced floor live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. for this design. 2) All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 28 = 1640/0-7-4 (min. 0-1-8) 3) All plates are 1.5x4 MT20 unless otherwise 18 = 2154/0-3-8 (min. 0-1-8) indicated. 15 --46/0-3-0 (min. 0-1-8) 4) Provide mechanical connection (by others) of truss Max Uplift to bearing plate capable of withstanding 233 lb uplift at 15 =-233(LC 3) joint 15. Max Grav 5) Recommend 2x6 strongbacks, on edge, spaced at 28 - 1652(LC 10) 10-0-0 oc and fastened to each truss with 3-10d 18 - 2154(LC 1) 0.131" X 3") nails. Strongbacks to be attached to 15 = 120(LC 4) walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. FORCES. (lb) 7) Use USP MSH422 (With 10d nails into Girder & 10d Max. Comp./Max. Ten. - All forces 250 (lb) or less except nails into Truss) or equivalent at 5-11-4 from the left when shown. end to connect truss(es) FL07G (1 ply 2x4 SP) to front TOP CHORD face of top chord. 2-3=5858/0, 3-4=-587410, 4-5=-6906/0, 8) Fill all nail holes where hanger is in contact with 5-6=-6906/0, 6-7=-5886/0, 7-8=-3684/0, lumber. 8-9=-3684/0, 9-10=-3684/0, 10-11=0/1730, 9) In the LOAD CASE(S) section, loads applied to the 11-12=0/1730, 12-13=0/530 face of the truss are noted as front (F) or back (B). BOT CHORD 10) WARNING - Please thoroughly review the "A-1 27-28=0/3270, 26-27=0/3250, ROOF TRUSSES ("SELLER), GENERAL TERMS 25-26=0/6712, 24-25=0/6712, CONDITIONS CUSTOMER ("BUYER") 23-24=0/5886, 22-23=0/5886, ACKNOWLEDGEMENT" form. 21-22=0/5886, 20-21 =0/1 314, 19-20=011320, 18-19=0/1320, LOAD CASE(S) 17-18=-530/0, 16- 17=-530/0, Standard 15-16=-530/0 1) Dead + Floor Live (balanced): Lumber WEBS Increase=1.00, Plate Increase=1.00 2-28=-3611/0, 10- 18=-3126/0, Uniform Loads (plf) 2-26=0/2866, 10- 21=012622, 4-26=- 1391 /0, Vert: 15-28=-10, 1-14=-100 7-21=-2523/0, 4-24=-433/ 212, Concentrated Loads (lb) 5-24=-317/0, 7-22=01710, 13-15=01701, Vert: 4=-852(F) 12-18=-1470/0, 6-24=0/ 1544, 6-23=-781/0 arteiq flav Mta}kpnnm,Re'AIIU:sll@SSe, S1E!"h rfR`Idf l,{k5d1 11tA4 [SStOa (VBV rIAtSFV`iYIDGI::r ka tnRsautt Aar€€Nara/naMnta tlr+tc Catp&ee€y;i(y,W At Yfaglf b16.rt 1+ae that Wat ne BatrtbMxiw MNaRr.IBp air wia-M".mok,rwVito ttk,04. Auhasgesgt Egiva?i:..kanot ryrcetr,wssdaai tR&try euazararn rNaeP :anx ugaamA a,aas9PonwlaatµNi sa{a tm tryuxAaaelpC n mr taeasgr xauapaa.i ry; c !m Anthony T. Tombo Ell, F.F. ad.sedRn Sron4 at RAM{n:erpa i€ IatdM R*aC kx urm'r a+baaNgnNa MkdQ 9cs¢a.ak<aNa dtn lK.le kA ataekmd MlWgaN a/iti-r fM ery rd Rra t@@a1N@W aeANr (nst, mdaslMaa4rA t R«sidWla ai haaq t#kh ryrm akA 80083 At r+aaq@asgaral Eatata 66 aas sN raaa€ t ad 3a papas eN an+tafeerN an ktdn9(egaaa slrtr Maaax.,xXA.ItlsEah[", a4 i7AnrNrtraat stt rRaNpt kc iMt aaasMnrAasaNdas aoaana drv, eos+Pmr: itcn W, W_ W I— lh wwy. We, 445I St. Lucie fHYd, ak*.a irhW N€raa€a giMgao• hOWWOW" i.Eh lresRaap tgtaakA>?{Moauar 0rnga. ai ts SesMx hpaaNm, Fa+ipq SH rPWs;W ar€s as as!diala FM1t R Fart Pierce, FL 34446 hPo4wtl"altRfs iarapeat, imy fore, it poklisal.0ow ii" ati000 li annzioo hos AI toot tr€zaez- Ao WY 1. lobo Ul. t.L XR5SRCLM IFL07G a Floor Girder JobReferendaL optionar _ ss. rom Run: 7,620 s Apr 30 2015 Print: 8,026 s Aug 31 2016 MiTek IndustriE ID: fXMofrMaVb?Z7FFUeY3_NdzegNi-Ne5BRV TCE 30 1 11 3x4 = 3x4 = LOADING ( pso SPACING- 2-0-0 TCLL 40,0 Plate Grip DOL 1.00 TCOL 10.0 Lumber DOL 1,00 BCLL 0,0 Rep Stress Incr NO BCDL 5.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No,2(flat) WEBS 2x4 SP No.3(nat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purfins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 8 952/Mechanical 5 959/0-3-8 (min. 0-1-8) Max Grav 8 952(LC 1) 5 959(LC 1) FORCES. ( lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2- 9=- 1086/0, 3-9=- 1086/0 BOT CHORD 7- 8=011086, 6-7=0/1086, 5.6=011086 WEBS 2- 8=-132310,3-5=-1323/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1 .00, Plate Increase=1,00 Uniform Loads (plf) A0071155 6 26-17-0-a4e 1 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TC 0.61 Vert(LL) 0.01 5-6 999 360 MT20 244/190 BC 0.50 Vert(TL) 0.02 6 999 240 WS 0.31 Hofz(TL) 0.01 5 n/a n/a Matrix- SH Weight: 20 lb FT = 20%F, 11 %E Standard Vert: 5-8=-10, IA=-350(F=-250) Concentrated Loads (lb) Vert: 9=-636 P' n hl'p 'V_ tow—f TWW'oivqw0 1. f. ftposo'"k 1- ".f. "I. MI, * Orr —1w," W" Aft, "Ao"" Anthony T. Tornbo 111, PT. It 80083 44,51 st, Lode Blvd, Itpodwin of 1hri dmomi, ia qoy 14m 4 pe"64.4"I rho .0t. pominio uor k I loot No's Fort Pierce, Ft 34946 XR5SRCLM 1 FL08 Truss Type Qty Ply RYAN HOMES / SANTA ROSA Floor 1 1 A0071156 Job Referen--( _P canal ss_com Run: 7.640 s Oct 7 2015 Print:: 8A20 s Aug 31^2016 MiTek Industries, Inc. Wed Apr 05 09:43:09 2017 Page 1 ID:fXMofrMaVb?27FFUeY3_NdzegNj-Ne5BRV_TCEX8M4mOolwkzljU W5_Js W MghrXWcPzTpgG 1.5x4 II 3x4 = 1.5x4 11 3x6 FP= 3x4 = 3x6 == 3x3 = 3x4 = 4 5 6 7 8 9 10 11 Dead Load Deft. = 1/8 in 3x3 II 1.5x4 II 3x3 = 12 13 0 IM 24 h 9 3x6 = 3x4 = 3x4 = 34 FP= 300 = 1.5x4 11 1.5x4 II 3x3 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL t00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. REACTIONS. (lb/size) 1 - 725/0-3-8 (min. 0-1-8) 18 = 1114/0-4-0 (min.0-1-8) 15 - 405/0-3-0 (min.0-1-8) Max Grav 1 = 735(LC 10) 18 - 1133(LC 9) 15 - 413(LC 7) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-757/0, 2-3=-754/0, 3-4=-754/0, 4-5=-2029/0, 5-6=-2029/0, 6-7=-2029/0, 7-8=-2029/0, 10-11=-597/0 BOT CHORD 21-22=011704, 20-21=0/2029, 19-20=0/ 1404, 18-19=0/1404, 17-18=0/597, 16-17=0/ 597, 15-16=0/597 WEBS 1-22= 0/ 1001, 4-22=-1050/0, 4-21=0/496, 8-18=-1469/ 0, 8-20=0/786, 6-20=-266/0, 10-18=-589/ 0, 11-15=-659/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) CAUTION, Do not erect truss backwards. CSI. DEFL. in ( loc) I/deft L/d TC 0,55 Vert(LL) -0.17 21-22 >921 360 BC 0.76 Vert(TL)-0,3121-22 >516 240 WB 0,48 Horz(TL) 0.01 15 n/a n/a MatrixS 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 109 Ib FT = 20%F, 11 %E N.aq%nu hwwttl!reran.Cw'klmn imsl3`ti..t', tr4tRAl ttfkS6fSbtmllGry lYS70YE'!&1r`i(Cm1Y:f@OUkF brR raMe w tp p„Mn aga rw vIrterhgp BnaN#Qb4}wdM4eNur I. [rv.{e U, r. U(nrur Liood xt wrtaakttuwueMtwlte 1a1. nlr Wtexawaax pan srMkes4 to i7C nk rdd. tuhrs 6eupa lxyeanri x.. aatr [spun;,M salawr tW3rpcuwrmwxtex dlettdesGroti agwx q usw= r#s kupdBe uqa tm gpaaxwNB@wM antral. trz kseq nsrgxxx ax+q xr.0 q Anthony T. Tornbo III, P.E. aexl[+ rokaglar a" rp„ats.da a.H,.aa,„eMado-m t«ee R«,.r.nd>h caa a.a<.Warn-i_n.yrraa raewaa+u.r+Mt.rx. a,gee,rda«,.:aaa,aa,eyM,acr x 80083 ib taikq Beu} w al GaewNr to a,,w MR 1:1Ka%voV-1 pow, of t'mm;(.q" vom hNraerer.NiN tki It Mal WA ae 0 4*Wool Mnnaiku 4451 St. W6, 61v& rga.ne hnash r'. wueugagwaataWp.•sxs #N dl tm Gat4eng C{wae K'IMkg&xtpn. has $vrkx Erpwedm, katM A%rgwX'N wAJHmQAANax 4tFt. Fort Pierce, tL 34946 CrRlright;Q 7411 MI Raol6sssas-AntAaay t, ionbs It66L Ragaslmtiss at rhisdaamo-st. ismq tarn. 3 picli ml r;ebsat Ms rri errif—irtisshew 41 Roof ho"" Whssy 1. tombs III, P.E. XR5SRCLM IFL09G I Floor Girder 8 7.-620s Apr 30 2015 Print: 8 ID;fXMofrMaVt U3 1 = RYAN HOMES / SANT Job Reference op!!qnal s Aug 31 2016 MiTek Industries, Inc FUeY3_NdzegNi-rqfZfr?5zYf? ELa 3x4 = 3x4 = LOADING (psO SPACING- 2-0-0 TCLt _ 40,0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. ( lb/size) 8 106510-5-0 (min. 0-1-8) 5 = 793/Mechanical Max Grav 8 = 1065(LC 3) 5 793(LC 1) FORCES. ( lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 8=-547/0, 2-3=-783/0 BOTCHORD 7- 8=01783, 6-7=01783, 5-6=0/783 WEBS 2- 8=-948/0, 3-5=-948/0 NOTES- ( 4) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-1 Od (0. 13 1" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= 1,00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) M A0071157 0 2017 Paue I CSL DEFL. in floc) Ildeft Ud PLATES GRIP TC 0.50 Vert(LL) 0.01 6 999 360 MT20 244/190 BC 0.19 Vert(TL) 0.01 5-6 999 240 WB 0.22 Horz(TL) 0.00 5 n/a n/a Matrix- SH Weight: 19 lb FT = 20%F, 11 %E Standard Vert: 9=-747 10=-747 W" Anthony T. Tombo 11.1, PX. 4451 st, Lucie Blvd, fflWyl, Imhof" P1, Fort Pierce, R 34946 A t5SRUM Truss Truss Type oty PIv 1::. N HOMES / SANTA ROSA FL11GE GABLE 1 1 A0071158 ference o tional)_ e, FL 34946, design@altruss.com _ Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:10 2017 Rage 1 I D:fXMofrMaVb?Z7FFUeY3_NdzegNj-rgfZfr?5zYP_ELaMTRaW VGmaWHb4ZpvVG39rzTpq F 0 1 2 3 4 5 6 a29 1 ld 26 25 24 23 22 21 mate unsels i-ts u-u-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1,00 TC OA8 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BG 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 20 n/a n!a BCDL 5.0 Code FBC2014(TPI2007 Mat, LUMBER- TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No,3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-11-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20%F, 11 %E nm y.nmt r„u.e'utaainesus stu!r saa+istkra axt€nos,rttt#'nrtr;a;stasuter-a,a rn rr nu«:e,+es mE.rreEeep u.irt.atia,aa.r.,r.ttt,r"t,,s raue., .as<<r+a a4an Yiid aarsM µRes sa$kpsN qe htlxtt"kd k is iesga t*en e.`!a: 9 iE8 F++tt@4 rrymmtz ar.41an dae.KM;,uw+npatn:eyusaMs hr de frxgdra ugkt n, terycaf xen Flak +e 4R I. :uk+qe suwi!.m5•tRxINpps G Anthony T. Tombo lit, P.E. cEn daarnnW egN%aqu"x e{o N a _ u ra r«u ws ."ro seas a a e a wi ragr era re a uRHa 3m a q. ,nr .Kx. a, yw x 4 8W83 Htd t+r rtM(exaxr td,u„a aAet aK anP ,>krt ,al 5tav `. `r :Mu 44r ra 4 tna qu srhi p+ards ,Mdses #t ea* +w Aa»isa. t°yes Pecgau. u+n 4rs [gan art hrsi afnx lnx 4451 St, Wo'Blvd. t#a.#kA H h Rear.:1M! q« a aroiy F proes snhet le tan, hHpr Eaynea rz AkP M F#Nq trcger a tras Sr+Poe hex d a. Yay [e ugNmsa at ra Mui w 1tt I. Fart plerr,e, FL 34446 Cap<eyN >1&!dA-I Rcd lrnt s- Anftay Ltea9a Ut Pi RapcadaRlondthis 800maxcia eel4as:izptaht6ited"4lwrt tAc.+dnen Pamisxatfiam A-t toaftsrtxas AMAeayl. Fes al ,P.E_ Dead Load Defl. = 1/8 in TypeTruss __ jQtY_'__rFY_ jFRY- A-IN4 --HCOMES / SANTA ROSA 4 A0071159 XR5SRCLM FL12 FLOOR 4 1 JobReferenceobReferen Ai Roof Trusses, —Fort Pierce, FL FL 34-946, d—esi—g-n--@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc, Wed Apr 05 09:43:11 2017 Page 1 10:fXMofrMaVb?Z7FFUeY3_NdzegNj-KODxsBOiksnsbNwmwAyC2jpo2vgpKQRz890chHzTpqE 3x6 2 3 3x4 3x3 = 4 5 6 3x6 7 3x4 = 3x8 = 3x8 m 3X6 LOADING (pso SPACING- 2-0-0 TCLL 40,0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1,00 BCLL 0.0 Rep Stress Incir YES BCDL 5.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(fiat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 852/0-3-8 (min. 0-1-8) 14 858/0-7-4 (min. 0-1-8) Max Grav 9 = 852(LC 1) 14 = 858(LC 1) FORCES. (lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2512/0, 3-4=-2512/0, 4-5=-2727/0, 5-6=-2488/0, 6-7=-2488/0 BOT CHORD 13-14=0/1555,12-13=0/2727, 11-12=0/2727, 10-11=0/2727,9-10=011588 WEBS 2-14=-1720/0, 2-13=0/1058, 3-13=-299/0, 4-13=-513/59, 7-9=-174310, 7-10=0/995, 5-1 0=-713/50, 5-11 =-96/257 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design, 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 13 V X 3*) nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard CS1. DEFL. in (loc) Ildefi Ud TC 0.67 Vert(LL) 0.20 12-13 941 360 BC 0.76 Vert(TL) 0.31 12-13 611 240 WB 0,50 Horz(TL) 0.05 9 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20%F, I I %E V_ 'irr, Anthony 1. Torstio 111, RE. 1 80083 44-51 St, Lucie Blvd, I oft Pierce, f L 34946ztRqW.1ion 31 this d-M.NIA"ay low is prohiluW.dowk amtis poismis0oftom 41 loiGasses, Amway L Imh 111, P.I. Job F L frus IS3 0rXR5SRCLM l.5x4 11 1.5x4 R Q17 1 6 FLOOR 2 1 A0071160] Job Reference (opbanal MOM Run: 8,020 s Aug 312016 Print: 8,020 s Aug 31 2016 MiTek Industries, Inc, Wed Apr 05 09:43:11 2017 Page I Dead Load DeR. = 1/8 in 3x6 = 1,5x4 11 3x4 = 1.5x4 11 4x4 — 1.5x4 11 6x6 2 3 4 5 6 7 8 9 3x4 = 3x8 -- 1.5x4 11 3x4 = 4x6 = LOADING (psf) SPACING- 2-" TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 SCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 15 = 84710-6-14 (min. 0-1-8) 9 847/0-3-8 (min.0-1-8) Max Grav 15 = 847(LC 1) 9 847(LC 1) FORCES. (lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2479/0, 3-4=-247910, 4-5=-2587/0, 5-6=-2587/0, 6-7=-890/0, 7-8=-890/0, 8-9=-892/0 BOTCHORD 14-15=0/1 530, 13-14=0/2587, 12-13=0/2587, 11-12=0/2069 WEBS 2-15=-1692/0, 2-14=0/1 049, 3-14=-33510, 4- 14=-484/140, 9-11 =011 182, 6- 11 =-1 303/0, 6-12=0/859, 5-12=-433/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0,131' X 3*) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. 4) CAUTION, Do not erect truss backwards. 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. CSI. TC 0,67 BC 0.80 WIR 0.56 Matrix- SH LOAD CASE(S) Standard 6__ UJ DEFL. in (loc) I/defl L/d Vert( LL) -0.29 13-14 >643 360 Vert( TL) -0A1 13-14 >446 240 Horz( TL) 0.04 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20%F, 11 %E at, aq W, .0w W'. "0." b"P4.'.qrW WOW AW— I tq ( W-: re "o . W too "it"M, as it"Pil * i"lik- Ibpw. k IN .1" wit, M I Anthony 1, Tombo 111, R.E. 80083 4451 St. Lucie Blvd, i itopm.*W Fort Pierce, I L 34940 fV'jm k1'D 2016AItoolltuItywartinofthisdovirmbol, inny fem"s proMileil Aov the m ham petpisom 4 111"- 1TIes z Dead Load Deft. = 1/4 in 1.5x4 II 3x4 = MSH422 1.5x4 II 1.5x4 -= 4x8 = 1.5x4 II 3x6 FP= 1.5x4 II 3x6 = 1.5x II 502 1.5x4 = Q 1 2 3 4 5 6 7 8 9 10190 o P / Y 0 3x6 600 ,—3x6 11 4x6 II 3x8 MT20HS FP—_ 600 = 4x8 = 34 II LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014lTP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) 'Except' 2x4 SP No,2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No,3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1605/0-3-8 (min. 0-1-8) 20 - 120110-7-4 (min. 0-1-8) Max Grav 11 - 1605(LC 1) 20 - 1201(LC 1) FORCES, (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-4037/0, 3-4=-4037/0, 4-5=-4037/0, 5-6=-5460/0, 6-7=-5460/0, 7-8=-4661/0, 8-9=-4661 /0 BOT CHORD 19-20=0/2288, 18-19=0/2272, 17-18=0/5460, 16-17=0/5460, 15-16=0/5679,14-15=0/5679, 13-14=015679, 12-13=013085, 11-12= 0/3107 WEBS 9- 11=- 3440/0, 2-20=-2529/0, 9-13=0/1998. 2-18= 0/1916, 8-13=-853/0, 7-13=-1110/0, 5-18=- 173710, 7-16=-729/170, 5-17=0/462, 7-14=01295 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 4) CAUTION, Do not erect truss backwards. 18 16:0-3- 0Ede 1:0-1-80-0-12 0-1-8 0-0-1? CSL DEFL. in (loc) I/defl Ud PLATES GRIP TC 0,97 Vert( LL)-0.3814-16 >603 360 MT20 244/190 BC 0.95 Vert( TL)-0.6114-16 >381 240 MT20HS 187/143 WB 0.95 Horz( TL) 0.09 11 n/a n/a Matrix-SH Weight: 117 lb FT = 20%F, 11%E 5) Use USP MSH422 ( With 10d nails into Girder & 1pd nails into Truss) or equivalent at 15-9-4 from the left end to connect truss( es) FL09G (1 ply 2x4 SP) to back face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE( S) Standard 1) Dead + Floor Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-20=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-693(B) a.Nq.na„hawgN. re ec 9!"ki rea i V'ii- Qtkuiimi tempro s?azroai'vattr'ix¢aitr'.tac rCka t"sr,gap,a. aatMnN ekesx r tnn Brrgear«,t W;la 6nwrI. Eeam,p-E!. gt reetlrxMce ac ar#ura«rru iahl uaaa .sAr Iarttr eeaxa ttf kr. M eaTpCahraa. ktrttntQn Ene»a,,:. .;aerE, rAra, a,.rr epe:anna;ep r+fwn r ay ,arm ,aaara.eeas deat tm a .ate Eaxt+ireEnt. r aagr„u, ,te€gwtaw4,wce, Anthony T. Tomtxt 111, P.F. xNn 4mst,n+banay,rtEMnruPdaaa..aNq"artms 1u,aM anan u.n a eaar wgwrni. n ppadxla e"n xu ,rear[re,t:a key r r.anxiww.a.,xxr,r wa aeaw5ghu atlnawa Aa0us6aaktoo W" rimw1s0a hilk cm ol'AhhMwkkl gp4MkdkEHMSxkertrlaa vt*W.0P4.1 I6lednsa va twaatRaettap ,I rshvq aMlrxtta aaxgn 6Lucie e`1p 44St St. Lucie Blvd, rax<nr bRadhnwarc wua gga nabre ra'aPxeM»L Ih hors hrtp tgxreelatt ael.,Mga httRtns gsre hgww xa. h'larp #q tipMa»I mar xenaxnN can! Fort pierce, FL 34946 capytyAt t't 2QI66-I roof Gasset ArtMoap Lfon90ll(,Pf. teprWaaioa of tMfz Awaaron, iaaay torn. itpmkibikl w0daat tqa Britten pernutiea kan A -I taat 6ossat-dathaoy Gian6a lll,PE. Dead Load Defi. = 3/16 in 3x4 3x8 = 3x4 = 3x6 FP= 3X8 2 3 4 5 6 7 8 9 10 0 206 3x6 = 3x10 = UJI = 300 = 3x6 FP= 3x6 — LOADING (psf) SPACING- 21-%0 CS1. DEFL, in floc) I/def! L/d TCLL 40,0 Plate Grip DOL 0 TC 0.72 Vert(LL) 0.41 13-14 563 360 TCDL 110,0 Lumber DOL 1,00 BC 0.91 Vert(TL) 0.62 13-14 374 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0,09 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH LUMBER - TOP CHORD 2x4 SP M 30(flat) 'Except* 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 1054/0-3-8 (min. 0-1-8) 17 = 106010-7-4 (min. 0- 1 -8) Max Grav 11 1054(LC 1) 17 = 1060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333510, 3-4=-3335/0. 4-5=-4159/0, 5-6=-4159/0, 6-7=-3380/0, 7-8=-3380/0, 8-9=-3380/0 BOTCHORD 16-17=0/1980,15-16=0/4159, 14-15=0/4159, 13-14-0/4072, 12-13=0/2023, 11-12=0/2023 WEBS 9-11 =-2221/0, 2-17=-2189/0, 9-13=0/ 1500, 2-16=0/1 498, 3-16=-291143, 6-13=-765/0, 4-16=-1154/0, 6-14=-228/548, 5- 14=-282171 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design, 2) All plates are 1 .5x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT* form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight; 96 lb FT = 20%F, 11 %E ArIfficiny T. Tomt)o M, P.E. 80083 9A4. kf.*. W., 4451 St. Lucie Blvd. fun Pierce, R 34946 What 1, Tomh 111Z ?1. Anhopy T.4mba III, lil. Dead Load Defl. = 3/16 in 1.5x4 11 3x4 1.5x4 3X8 = 1.50 11 3x4 = 1,5x4 11 3x6 FP= 1.5x4 11 3x8 = 3x3 11 1 2 3 4 5 6 7 8 9 10 iY iEA 3x6 300 = 302 MT20HS FP= 3x3 = 3x10 3X6 1.5x4 11 LOADING(psO SPACING- 2-0-0 TCLL 40,0 Plate Grip DOL 1.00 TCOL 10,0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 11 = 1045/Mechanical 17 1045/0-7-4 (min. 0-1-8) Max Grav 11 1045(LC 1) 17 1045(LC 1) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-327510, 3-4=-3275/0, 4-5=-4049/0, 5-6=-4049/0, 6-7=-3314/0, 7-8=-3314/0, 8-9=-3314/0 BOT CHORD 16-17=011 949, 15-16=0/4049, 14-15=0/4049, 13-14=0/4049, 12-13=0/3979, 11-12=0/1 992 WEBS 9-11 =-2193/0, 2-17=-2154/0, 9-12=0/1 46 1, 2-16=0/1 467, 3-16=-291/30, 6-12=-736/0, 4-16=-1086/0, 6-13=-241/51 0, 5- 13=-256/83 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design, 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections, 4) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards, LO- 1 ? . .. ....... CS1. DEFL. in (loc) I/defi Ud PLATES GRIP TC 0.66 Vert(LL) -0.36 12-13 >636 360 MT20 244/190 BC 0.85 Vert(TL) -0.55 12-13 >413 240 MT20HS 187/143 WB 0.70 Horz(TL) 0.08 11 n/a n/a Matrix- SH Weight: 96 lb FT = 20%F, 11 %E 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard Whony T, Tombo t12P,E 80083 0, mu'.* et, N t"A'"t'p- "W h" k4- r 4451 St, LwJe 131W, fort Pierce, q 34946 rxIR5SRCLM Tnass Truss Type Qty Ply LRANHOMESI] FL19 Floor 2 1AQ071164Rofor.n. (o tow _ Pierce, FL 34946, design@altruss.com Run: 7,620 s Apr 30 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:13 2017 Page 1 ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-GPKiHt 1 _GT1 arh391 b?g78u5NjK_oHJFcSVjlAzTpgC Dead Load Deft. = 3116 in 3x6 = 1.5x4 11 3x4= 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x6 = 30 II 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 3x8 -= 3x12 MT20HS FP 3x3 = 3x6 = 3x6 L5x4 II Plate Offsets (X Y—_j2 0-2-8,Edge1 [4:0 1 B Edge]. 9:0 2-8 Edgea j12.0-3-0E, dgel,_[16:0-3-8 Edce LOADING ( psf) SPACING- 2110 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.87 Vert(LL) -0.31 12-13 >716 360 MT20 244/190 TCDL 100Lumber DOL 1.00 BC 0.78 Vert(TL)-0.4912-13 >451 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Cade FBC20141TP12007 Matrix-SH Weight: 96 lb FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOTCHORD 2x4 SP M 30(flat) LOAD CASE(S) WEBS 2x4 SP No.3(flat) Standard BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 17 — 1023/Mechanical 11 = 1023/Mechanical Max Grav 17 = 1023(LC 1) 11 = 1023(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3208/0, 3-4=-3208/0, 4-5=-3891/0, 5- 6=-389110, 6-7=-3217/0, 7-8=-3217/0, 8- 9=-3217/0 BOTCHORD 16- 17=0/1941, 15-16=0/3891, 14- 15=0/3891, 13-14=013891, 12- 13=0/3838, 11-12=011943 WEBS 9- 11=-2139/0, 2-17=-2137/0, 9-12=0/1408, 2- 16=0/1401, 3-16=-285/6, 6-12=-687/0, 4- 16=-967/0, 6-13=-243/448 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (" SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. zttwag fixxr rcwgte(t euxldot'Flt ta`R11#ikS-;itU'.i#kt7i 1kM4{(g4 E£4S:i17;M "E#!i1`.i A'ctiYW+iMN{A!'gra N4Ae ki} f f tt isa n Ert§s x anar Er.+N&4':16t?ptlta leMn 4. tean N. t.f. Mbeltt SMNkiutm tf xite s#ad+xlm'G@. a€r Ak? p ..a+. pBRn X`Matdge 6x ua.Na br[na #sue£ ea a `prsar igrsew;; ba+tla f lG9 r rsuu,m aMa+:,aas t` '• ase al <o4sxna l 4rs axipdor urykl ,r t¢ {q 1. ?k Msq+nr: mx xex uk9 tia Anthony T. Tombo IN, P.E. adn dRnf rzx(am4+ prc nya d+an* o.re. € se auM ywara ra 9scgen.nae; aced Re .lr «.t aatlm . Mwt ruppw6tasl au[+md+n aa4l xs, snHay xa,e,om1#eu aebwel ss la a.=„s„.wrna d ;1 W083 at" yGes rorMCkaaYe is sP.lzMutspe [S4 krNxwn mkl^kr Ex drt c+M a Sdh m,r:uire adhmad Sxeeutlua rafn ry sMpiurr. nr lma, €e rut uFoanW n+a ron ¢sr;m. mr, [ Ra1r"xw.+a«a. uo 4451St tulleBlvd. x£x" rudiYendh o:a a M"I nxti }N wAfaa.r xnaak rnr ks t+paa is AOi a.F hsgtn aFncshstts au»ud ro Al:ryMtrsNtdasaxrstkuinte. Port Pferrn, FL 3494€+ t tot C, 20t0 kl goof hraos-An 6ee tia oltl, R.E. R! nEuaM 0lh,c dmure ,m knots rt6d.Aftift Win omissrenkem A-11006rssos A"ka Ltm 9a JI, oPYT 4YP< °mF P y XR5SRCLM FL20 FLOOR 6 1 Job Reference o bona_I}__ ii, VC34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 8.020 s Aug 312016 MiTek Industries, Inc ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-GPKiHtl _GT 1 3x6 == 1,5x4 11 3x4 = 1.5x4 11 3x4 — 2 3 4 5 6 A007116-5 d Apr 0-5 09:43:13 2017 Page I I b?g78u4niLloJLFcSVjlAzTpqC Dead Load Deft, = 118 in 1.5x4 11 5x6 zz 7 8 9 997Y 15 14 13 12 11 10 3X6 3x6 = 1.5x4 11 3x4 = 06 LOADING (psf) SPACING- 2-0-0 TCLI _ 40.0 Plate Grip DOL 1.00 TCDL 10,0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP NO,2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 15 = 816/Mechanical 9 81610-2-12 (min. 0-1-8) Max Grav 15 816(LC 1) 9 w 816(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2358/0, 3-4=-2358/0, 4-5=-2410/0, 5- 6=-241010, 6-7=-85510, 7-8=-855/0, 8- 9=-85710 BOT CHORD 14- 15=011 496, 13-14=0/241 0, 12- 13=0/2410, 11-12=0/1 975 WEBS 2- 15=- 164710, 2-14=0/954, 3-14=-31 5/0, 4- 14=-396/187, 9-11 =0/1 135, 6- 11 =-1 238/0, 6-12=Of729, 5-12=-335/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 4) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-1 Od (0. 13 1 X 3*) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. CS1. DEFL. in (loc) Ildefl Ud TC 0.91 Vert(LL) -0.22 13-14 >798 360 BC 0,73 Vert(TL) -0.33 13-14 >543 240 WB; 0.54 Horz(TL) 0.02 9 n1a n/a Matrix- S 7) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 77 lb FT = 20%F, 11 %E Ajiftny T. TQmbo 111, P.E. 4. Oft 4451 St. Woe Blvd, zi [apyrtliki 0 2416 Al Roof lam tfrdwi.n elth'i dmftitt, i4ey(om k pd,hiw Aeol the wJnfe peveivimfiam A I 1"th.oc A41h4fY4,10OW1111 Fort Vletcv, Ft 34946 F TruQty Pty— RYAN HOMES SSANTARQSA-- SRCLM FL21GE Floor Supported Gable 1 1 AQ071166 Job Reference o Uonal Al Roof Trusses, Fort Pierce, FL 34946, design coaltruss.com Run: 7.620 s Apr 30 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:14 2017 Page 1 I0:fXMofrMaVb?Z7FFUeY3,_NdzegNj-kbu4UC2c1 n9RSreLblWvgLQS06s8XtWPg6EGlczTpgB 3x3 -- 1 2 3 4 5 6 7 8 9 10 11 12 13 iz I 1 f CI I I r W1 v 25 24 23 22 21 20 19 18 17 16 15 14 3x3 3x3 Plate Qffsets XrcY)-_11:Edge 0-0-1-----------_.__ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 68lb FT 20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-10-6. lb) - Max Grav All reactions 250 lb or less at joint(s) 25, 14, 24, 23, 22, 21, 20, 19, 18, 17, 16,15 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard aaa; Thar &sr axrr.mc'14 tJ k 0G4ia, i.L[r; ifAtiti: iER444[ iE~h4ltiSt4 d;'79°tii 6EAA"ku ,tLaYtrE`Ma. Eah lrtya ....rakttk a4 iam imcc Cxut:;xxs Eiit,=M t6hx 4. vw»Y ti htaaze Ara lehrnfu Ee xnr n4reh Yt. s. alr EN#s,ra.+e p7as staehrsrdta 4ri4 xer eAd .t: Jns+3rc Eegs.m ise. Sq irEwm Ae cedar§Ebkcmrr nr,,cgtae+ea+pMs regwaag a,pan3t az gstrsq.Afir elrcc[ xtahrt ttl atw tfil. ik1kr.mfw W041 ., swM04 Anthony T. Tombo 111, P.E. adrudRac inula xr cdk narrekrt+sl raga Hsu+-#Cxr+e, riacs pafa4tiwlae}hnpce.a Ft +aexsxdegE b. &`,at eWdetRRpr Ne wV;fil fkMperddeei +dwt l u9aeyac .4y q. ,pt,:xw4ww Rwq tMf:k hr rey«uaAga 180083 hhifo-ry W".4OAab k#Wu e4 ttattfr lSaeCmaM rgeA kxtAWghrRpaa ttrthat ;Nhxc 4eayhprr re4i ha+q 3rctyn: «[aciSswtua aa+trnht}. t& Naa serx wf wIPlJ. Fort St. iFt-+ Blvd. Fart RPierce,, Ft- 94946 tnp} rig4t &^3k16 A -I Raaf Frscsas A#lk" lF ambalEttl, Amboer 1. Imi. lk, t.t. XR5SRCLM Truss m truss Type Qly Ply RYAN HOMES / SANTA ROSA A0071167FL24171JobReference L349 4 _6_, -design@a1tmss.com Run: 8.0-6 s_Xug 3-1 26-16 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:14 2017 Page 1 ID:(XMofrMaVb?Z7FFUeY3_NdzegNj-kbu4UC2c1 n9RSreLblWvgLQKj6grXIsPq6EGIczTpqB Dead Load Dell. = 1/8 in 3x6 = 1.5x4 11 3x3 = 1,5x4 11 3x6 = 3x3 11 2 3 4 5 6 7 3x6 3X6 - 1.5x4 11 3x6 -- LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1,011 TCDL 10,0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 827/Mechanical 8 = 827/0-3-8 (min. 0-1-8) Max Grav 12 827(LC 1) 8 = 827(LC 1) FORCES. (lb) Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2389/0, 3-4=-2389/0, 4-5=-2473/0, 5-6=-2473/0 BOTCHORD 11-12=0/1520, 10-11=0/2473,9-10=0/2473, B-9=0/1521 WEBS 6-8=-167410,2-12=-167310,6-9=011100, 2-11 =G/961, 5-9-342/0, 3-11 =-30810, 4-11 =-4681170 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections, 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 13 1" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGEMENT" form. LOAD CASES) Standard CS1. DEFL. in (loc) I/defl Lid TC 0.58 Vert(LL) 0.28 10-11 653 360 BC 0.80 Vert(TL) 038 10-11 478 240 WEI 0.52 Horz(TL) 0,04 8 n1a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20%F, 11 %E Anthony T, Tofto 111, U. ftW*qk.f.WW.* a 4451 St. Woe Blvd, lopyngki 0 2416 A I toot Imso Anthoy 111, P't, hPi.40tvois 0 It's doromot, iiioy low iti thowift joemilit" hm A 11041 lmw Fort Pierce, FL 34946 XR5SRCLM IG03G IFLATGIRDER A0071168 Inc. Wed Apr 05 09:43:15 2017 Page I DY9018DZzX(W1TG6oY3m__qq2zTpqA Dead Load Defl. = 114 in 4x6 = 3X6 11 4x6 - 4x4 = 3X8 = 4x6 =- 3x4 11 LOADING( psf) SPACING- 2;0 0 CSL DEFL. in loc) I/defl L/d TCLI _ 20.0 Plate Grip DOL 5 TC 0.50 Vert(LL) 0.15 9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.38 9-11 649 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Wind(LL) OA9 9 999 360 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SIP No.2 WEBS 2x4 SP No.3 *Except* 2x6 SP No,2 OTHERS 2x6 SP No-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer q_ REACTIONS. lb/size) 12 1252/0-7-4 (min. 0-1-8) 14 1270/0-3-12 (min. 0-1-8) Max Uplift 12 447(LC 4) 14 497(LC 4) Max Grav 12 1252(LC 1) 14 1270(LC 1) FORCES. ( lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1- 12=-1 174/472,1-15=-2329/899, 15- 16=-2329/899, 2-16=-2329/899, 2- 17=3073/1186, 17-18=-3073/1186, 18- 19=-3073/1186, 3-19=-3073/1186, 3- 4=-3073/1186, 4-20=-3073/1186, 5- 20=-3073/1186, 5-21=-24671957, 21- 22=-24671957, 6-22=-2467/957 BOTCHORD 11- 25=-899/2329, 25-26=-89912329, 10- 26=-899/2329,10-27=-899/2329, 9- 27=-899/2329, 9-28=-957/2467, 28- 29=-957/2467, 8-29=-957/2467, 8- 30=-146/367, 30-31 =-146/367, 31- 32=-146/367, 7-32=-146/367 WEBS 1 - 11 =-940/2436, 2-11 =-773/449, 2- 9=-312/809, 3-9=-419/294, WEBS 1 - 11 =-940/2436, 2-11 =-773/449, 2- 9=-312/809, 3-9=-419/294, 6- 8=-881/2282, 5-8=-7061417, 5- 9=-2501659 NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft,' Cad. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=11.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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) 14 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 447 lb uplift at joint 12 and 497 lb uplift at joint 14. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lbdown and 751bupat 1-10-12,671bdown and 751b up at 3- 10-12,671bdown and 751bupat 5-10-12,67 lb down and 75 lb up at 7-8-12, 67 lb down and 75 lb up at 9-8- 12, 67 lb down and 75 lb up at 11-8-12, 67 lb down and 75 lb up at 13-8-12, and 67 lb down and 75 lb up at 15-8-12, and 67 lb down and 75 Ih up at 17-8-12 on top chord, and 36 lb down and 0 lb up at 1-10-12, 36 lb down and 0 lb up at 3-10-12, 36 lb down and 0 lb up at 5-10-12, 36 lb down and 0 lb up at 7-8-12, 36 lb down and 0 lb up at 9-8-12, 36 lb down and 0lbupat 11- 8-12,361bdown and 0lbup at 13-8-12,361bdawn and 0lbupat 15-8-12, and 36 lb down and 0 lb up at 17-8-12, and 166 Ito down and 86 lb up at 19-4- 13 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. PLATES GRIP MT20 244/190 Weight: 110lb FT= 20% 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING - Please thoroughly review the " A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1 .25 Uniform Loads ( plO Vert: 1-6=- 60, 7-12=- 20 Concentrated Loads (lb) Vert: 11=42 4=-53(B) 15=-53(B) 16=-53(8) 17=-53(B) 18=-53(B) 19=-53(B) 20=-53(B) 21 =-53(B) 22=-53(B) 23=-26(B) 24=-26(B) 25=-26(B) 26=-26(B) 27=-26(B) 28=-26(B) 29=-26(B) 30=-26(B) 31=-26(B) 32=-166(B) Anthony T. Tombo 111, Pf, 0 ok0 180083 4" 4451 St, Lucie Blvd, felt Pierce, F t 3494ra XR5SRCLM H03 Common rce, FL 34946, design@altruss.com 5.00 [12 1.5x4 II 3 r' a 2- 1 9 1.5x4 II 3x4 ,e Qty Ply RYANHOMES l SANTa RO$a J2 renceo lion,( s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr I D:fXMofrMaVb?Z7FFUeY3_NdzegNj-g_Ogvu3sZOQ9i9okjjYNlmW 3x4 = 4 1. 5x4 II 5 6 3x4 1. 5x4 II LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d TIC 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0,13 8-9 >613 360 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0,10 8-9 >784 240 BCLL 0.0 Rep Stress Incr YES WB 0,12 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014(TPI2007 Matrix -AS LUMBER- TOP CHORD 2x4 SP No.2 4) " This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOPCHORD bottom chord and any other members. od sheathing directly applied. woodStructuralwo5) Provide mechanical connection (by others) of truss ROT CHORD to bearing plate capable of withstanding 209 lb uplift at Rigid ceiling directly applied. joint 2 and 217 lb uplift at joint 8. 6) This truss design requires that a minimum of 7116" that Statailizers and required structural wood sheathing be applied directly to the top MiTekecomrnendsoss bracing be installed during truss erection, in chord and '/V gypsum sheetrock be applied directly to ccordance with Stabilizer Installation guide. _ the bottom chord. 7) WARNING - Please thoroughly review the "A-1 REACTIONS. ( Ib/size) ROOF TRUSSES ("SELLER), GENERAL TERMS & 2 = 299/0-8-0 (min. 0-1-8) CONDITIONS CUSTOMER ("BUYER") 8 - 514/0-3-8 (min. 0-1-8) ACKNOWLEDGEMENT" form. Max Horz 2 = 40(LC 12) LOAD CASE(S) Max Uplift Standard 2 -- 209(LC 8) 8 -- 217(LC 8) Max Grav 2 - 304(LC 23) 8 - 514(LC 1) FORCES. ( lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-176/319, 3-4=-157/273, 4- 5=-195/351 WEBS 5- 8=-300/392 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 aoo711ss 6 2017 Page 1 Weight: 32 lb FT = 20% ar n,k aan,ak^A;reamtsts z,.a'; ttr rui.cxss,mn nrnow<'s.r,eevrra tarkk r a r.erkarnairar+pea,ky,l aki r„aapr. t txaskastAnaau kleua aaikmaNtak;ee.ph Iffflkr 9trkr?Wm 4..(* as rVkk,04 Arttreu0,4in— ,,silteMrralkaurkredw air too .eparegtoxtpkrafk.pdti—I.peetnat""' Rrt.Arkkririt*,mistn.;intoe ul{.aMnInI AnthonyT. Toriiho 111, P.E. k,« d„T Vwas a*; kkspar,%do.0—,ka+axr.rra gam»gram , ,.ks noR eccrkatwaearaseangkk tta-t q n;a+a..mo«rnru uxarr tr,m ,r.,kuaa« n«:a,a4,k±rcq«wdara 80 d3 kWhRNW area..re ta. rrneeakiaew kuxn am r ms 7rark txtnra,r+Mfsa :t;ner«star d einta ,k„ «arrar aaadki„s,a,1,«.Tt.uk,+nt axHauxma ar.akn ak,wsa xasyn« Kapnx. gapro+sa xx ik(nawc,[,p,,,nRerkd an;pn,kiresstrwrt d uranm+ w>bv;k.n ama. 4451 St. Lucie Blvd- Cappig4t 201p A -I Raot6osset-1lnthoaYLlaahe lO,P7. Rexola<tiaa at tthisdaramoat. in any laam is prohibaei kdhaut *aaittea Pernittioa tra A-I Raolfnsset-Rargeal t.laaha 116 P.t. Fort Pierce, FL 34940 XR5SRCLM IH04G I Hip Girder I' I 'I A0071170 FIM-11111illi ZX4 1.5x4 II Plate Offs Y - e LOADING (pso SPACING- 2iO O CSI. TCLL 20,0 Plate Grip DOL 5 TC 0.55 TCDL 10.0 Lumber DOL 1.25 BC 0.53 SCLL 0.0 Rep Stress Inrr NO WB 0.10 BCDL 10.0 Code FBC2014fTP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-9-15 oc bracing. I MiTek recommends that Stabilizers and required I I cress bracing be installed during truss erection, in I accordance with st-abillze-r-Installation gyide----,-,-j REACTIONS. (lb/size) 2 = 356/0-8-0 (min. 0-1-8) 9 611/0-3-8 (min. 0-1-8) Max Horz 2 = 30(LC 27) Max Uplift 2 289(LC 4) 9 472(LC 5) Max Grav 2 = 383(LC 19) 9 611(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-409/380, 3-4=-356/375, 4-1 9=-335/357, 5-19=-335/357, 5-6=-418/415, 6-7=-304/344 BOTCHORD 2-12=-335/344, 11-12=-335/344, 11-20=-335/335,10-20=-335/335, 9-10=-323/323, 7-9=-323/323 WEBS 6-9=-444/335 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= I 50mph (3-second gust) Vasd= I 16mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Dead Load Dell, = 1/16 in DEFL. in (loc) Well Ld PLATES GRIP Vert(LL) 0.09 11 895 360 MT20 2441190 Vert(TL) 0.11 11-12 728 240 Horz(TL) 0.00 9 n1a n/a Weight: 35 lb FT = 20% 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 289 lb uplift at joint 2 and 472 lb uplift at joint 9, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 132 lb up at 3-0-0, and 41 lb down and 52 lb up at 4-4-0, and 98 lb down and 132 lb up at 5-8-1 on top chord, and 106 lb down and 122 lb up at 3-0-0, and 22 lb down and 50 lb up at 4-4-0, and 102 lb down and 122 lb up at 5-7-5 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), 9) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1 .25 Uniform Loads (ptf) Vert: 1-4=-60, 4-5=-60, 5-8=-60,13-16=-20 Concentrated Loads (lb) Vert: 4=-25(F) 5=-25(F) I I =-39(F) I 0=-39(F) 19=-1 1(F) 20=-1 7(F) Anthony T. TomW 111, R.F. 1-44f d - 80083 NO-N "'W'ViSis .10*io k 4451 St. Lucie Blvd. Felt Pierce, FL 34946 RYAN XR5SRCLM HJ3 Diagonal Hip Girder AffGo6I` Trusses, Fort Pierce, FL 34946, desiqn(cb.altruss.com 2x4 = s Aug A0071171 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.03 4-7 >999 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.03 4-7 >999 240 BCLL I[Lo Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -MP Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, iTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In,stallation-99irle. —1 REACTIONS. (lb/size) 3 99/Mechanical 2 262/0-10-15 min,0-1-8) 4 = 50/MechaniGal Max Herz 2 = 88(LC 4) Max Uplift 3 = 71 (LC 4) 2 220(LC 4) 4 = 48(LC 5) Max Grav 3 99(LC 1 2 262(LC 1) 4 73(LC 3) FORCES. (lb) Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown, NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= I 16mph; TCDL=5,Opsf; BCDL=5,Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left 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 hearing plate capable of withstanding 71 lb uplift at joint 3, 220 lb uplift at joint 2 and 48 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 17 lb up at 1-4-9, and 74 lb down and 17 lb up at 1-4-9 on top chord, and 56 lb down and 2 lb up at 1-4-9, and 56 lb down and 2 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 125 Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 9=3(F=2, B=2) 0*11 W Wl [I,, ilau IM & 0041% WOR -WR AKWA'WWW W. 2 Anthony T. Tomt>o M, F.E. 0 # 80083 4451 5t, Lucie Blvd, fort Fierce, FL )4946 oliflight 02016 4-1 Roof hosm Asitholy f. lamb. 111, 11. XR5SRCLM HJSL Diagonal Hip Girder At Roof Trusses. Fort Pierce. FL 34946. desionidiat truss.com Run: 3x4 = Job URI A0071172 Dell. = 3/16 in LOADING(psO SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.22 4-7 >375 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.32 Vert(TL) -0.26 4-7 >321 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BRACING- TOP CHORD Stnictural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oe bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer InstaQabon u_g ide. REACTIONS. lb/size) 3 = 180/Mechanical 2 - 375/0-10-15 (min. 0-1-8) 4 - 100/Mechanical Max Harz 2 = 103(LC 4) Max Uplift 3 - 129(LC 4) 2 = 311(LC 4) 4 - 93(LC 4) Max Grav 3 = 180(LC 1) 2 = 375(LC 1) 4 - 127(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left 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 129 lb uplift at joint 3, 311 lb uplift at joint 2 and 93 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 53 lb up at 4-2-8, and 40 lb down and 53 lb up at 4-2-8 on top chord, and 57 lb down and 10 lb up at 1-4-9, 57 lb down and 10 lb up at 1-4-9, and 17 lb down and 52 lb up at 4-2-8, and 17 lb down and 52 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=5(F=2, B=2) 9=-19(F=-10, B=-10) tK« Rkillena 0.«Mplilmlrtx 4t'1-II(Irii,il;zFSi Sfi:^,6fR9F!!'.[MS[Q7%831I£NS;YSF6Nt"fUY:N}AE[AQBi1R[IItXI`Mat«Aitaplactatktt a'M«btN&Islrrtt9 11yt Onafrhl&a"a Ntlebtq ltraN N1.!',It't tbttld[rcwx. palEUM«"w tMN M186, w4 Wlaa «wm«xsatzWlk ,e[k! ?[aNk:NN. [r[imtWapt =!>.. wxt lw.a a"d-M to q,<:rasm«:a!««rNke adatswt6 elgaa+ny r:, a;Na:a W*, kwdk,.* h"; aq? .keiREw"l ;Mi. rak;ga Kuwfaws, 4pw}nskwex. uQmtiN! Anthony T. Tombo I11, P.E. e.war« .,t to euk nrw m,png4hawa ,Na A..,;«'t :M q"w«kei k, awa. «+knaysas.le elan. l «[rni. tkarnRaaka laRw«tatuaaaaa t±.n, w"k iq p«q.,asks:mw«N k«.q,iN,kkFt,Nsrti#and 9 80083 Na 6wa4q prafrm m 4@a!«sAMwktt@CaAl NxM«sa r+deFeasdflt kd[wi Qs xM saq M«+ppra nuplNsaHkrn sKlnt ma§r yxxiry a IItl kMxs Or agas.MfRasataesY fit., ,tar, [asga ta7m«atrar a aanwa-nkcs 4451 5t, Woe Blvd_ Hk:•tttkkagaEr«!«I tvagaa.mesgaN lraas n«HN. ik7rossOr[:yl Egt!«+it K'!lk tril«MM pa 5 tr Gtkv,hpwa Nary MNt. JR cryMkN ara, ar az aNwNkilFl. Fort Pierce., FL 34a?46 CapyliRRt PQIf R-I Roof Gossas Aodoayt(am4o Qt t.L RopaWadloo al this docamom,in[ny tocm, is preRiGsal witkont SMo wrinea peraissioo immklRoof ilotsat MthooyftamulfRE. W XR5SRCLM HP Diagonal Hip Girder Al Roof Trusses,FortPierce, FL 34946. desicin0al trusscom Rijn A0071173 43:19 2017 Page I IC3_8_OylzpzTpq6 Dead Load Dell. = 1/16 in 3)(6 11 1.5x4 11 t) LOADING(pso SPACING- 2 O CSI. DEFL. in loc) I/dell L/d TCLL 20 0 Plate Grip DOL O 5 TC 0_58 Vert(LL) 0,04 7-8 999 240 TCDL 10.0 Lumber DOL t25 BC 0.54 Vert(TL) 0.14 7-8 866 240 BCLL 0,0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL Io'o Code FBC2014ITP12007 Matrix -MP Wind(LL) 0.04 7-8 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 5 = 158/Mechanical 2 = 404/0-4-9 (min. 0-1-8) 6 = 297/Machanical Max Herz 2 169(LC 4) Max Uplift 5 117(LC 4) 2 = 169(LC 4) 6 93(LC 8) Max Grav 5 158(LC 1) 2 = 404(LC 1) 6 = 297(LC 1) FORCES. (lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-266/146, 3-13=-678/256, 4-13=-6321226 BOTCHORD 2-15=-308/623,15-16=-308/623, 8-16=-308/623, 8-17=-308/623, 7-17=-308/623 WEBS 4-7=-6701331 NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-seoond gust) Vasd= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.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 117 lb uplift at joint 5, 169 lb uplift at joint 2 and 93 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 95 lb up at 14-9, 76 lb down and 95 lb up at 14-9, 72 lb down and 70 lb up at 4-2-8, 72 lb down and 70 lb up at 4-2-8, and 88 lb down and 113 lb up at 7-0-7, and 88 lb down and 113 lb up at 7-0-7 on top chord, and 46 lb up at 1-4-9, 46 lb up at 1-4-9, 12 lb down and 15 lb up at 4-2-8, 12 lb down and 15 lb up at 4-2-8, and 32 lb down and 5 lb up at 7-0-7, and 32 lb down and 5 lb up at 7-0-7 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1 .25 Plate Increase=1 .25 Uniform Loads (plf) Vert: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 3=63(F=31, B=31) 13=32(F=16, B=16) 14=-88(F=-44, 6=-44) 15=50(F=25, B=25) 16=1(F=1 B=I) 17=-51(F=-25, B=-25) 3x4 =_ PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% low, .to Inf Wier eaKsar '*a k.wws' INV k'", ki W k*,,111 ***-", 4-d.. Ito IN .0. WIM IT* ft., -Wft Anthony T. Tombo 111, PE rqkW4 80083 4451 St. tulle Blvd. Zt 4prilki 0 2016 4-1 Roof 4virn Whosyl, lasso III: It. Repimiuli. at this din.m.41, iriny form, is 11A amen permisziaelrom k I Roof honot uthopirl'W41101. forl: Pierce., FL 14946 Job Truss Truss Type Qty Ply , A0071174IRYANHOMESISANTAROSA XR5SRCLM IJ3 Jack -Open 13 1 8,020 s Aug 31 3x4 = LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20,O Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 016 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc, purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. MiTek rerecommends that Stabilizers and required rcross bracing be installed during truss erection, in accordance, with Stabilizer lqst "11 tipaquide REACTIONS. lb/size) 3 71/Mechanical 2 = 188/0-8-0 (min, 0-1-8) 4 37/Mechanical Max Harz 2 = 75(LC 12) Max Uplift 3 49(LC 12) 2 = 119(LC 8) 4 = 36(LC 9) Max Grav 3 = 71 (C 1) 2 = 188(LC 1) 4 = 52(LC 3) FORCES. (lb) Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown, NOTES- (6) 1) Wind; ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5.0psf; BCDL=5.0psf,, h=25ft; Ca 11; Exp C: Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left 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 nonconcuFrent 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 49 lb uplift at joint 3, 119 lb uplift at joint 2 and 36 lb uplift at joint 4. 6) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form, LOAD CASE(S) Standard I'll, 11""411 a. k"D Anthony T. Tombo III, R.E. 80083 4451 St, Lucie Blvd. Fort Pierce, f L 34946Zt1 ( 16411W114ntc XR5SRCLM IJ5 IMONOPITCH 15 1 11 A0071175 1.5x4 11 3 3x4 = 3x3 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 115 TC 0.56 Vert(LL) 0.14 4-7 >432 360 MT20 244/190 TCDL 10,0 Lumber DOL 1,25 BC 0.56 Vert(TL) 0.11 4-7 >542 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10,0 Code FBC2014rrPI2007 Matrix -AS Weight: 21 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No,3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and iii46-1red cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 200tO-3-0 (min, 0-1-8) 2 = 272/0-8-0 (min. 0-1-8) Max Herz 2 = 120(LC 12) Max Uplift 4 135(LC 8) 2 162(LC 8) Max Grav 4 = 200(C 1) 2 272(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-140/274 NOTES- (6) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 4 and 162 In uplift at joint 2, 5) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and I/," gypsum streetrock be applied directly to the bottom chord. 6) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form, LOAD CASE(S) Standard Page I 1 izTpq4 Ph IWM!jN i rliilvhi I'm I F.Uw, If W-5.ko... 0W,,A--W. rk 1111, W4 Anthony T. Tombo 111, P.E. A 80063 4451 st, t"Xie fflvd Fort 34946 4pri2lit 0 2014 k-I 11001 Woes - Amboy L Iwo III, R.E. toitwowaftind Mot, in uy Iota is polithteil ilhol $6 *ri pi,mtistio frot 4 1 gotim t etAmboy [, I..o III, F.F. Zt "" XR5SRCLM IJ5A truss.com 2x4 = A0071176 Tek Industries, Inc. Wed Apr 05 09:43:21 2017 Page 1 1xpiyc7?Nw2RowhhVG8YSqDa2xAag2tiiRRiR81izTpq4 LOADING (pso SPACING- 2 0_0 CS1. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 25 TC 038 Vert(LL) 0.02 4-7 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0,07 4-7 814 240 SCILL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 110,0 Code FBC2014fTP12007 Matrix -AS Wind(LL) 0.05 4-7 999 360 LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 0—ek re—comiW6-nds—thiit-t—a iiii-6iii and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 3 129/Mechanical 2 = 264/0-8-0 (min. 0-1-8) 4 = 62/Mechanical Max Horz 2 115(LC 12) Max Uplift 3 = 91(LC 12) 2 80(LC 12) Max Grav 3 129(LC 1) 2 264(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= I 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 91 lb uplift at joint 3 and 80 lb uplift at joint 2. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 7) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form, LOAD CASE($) Standard PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% AntlionV T. Toribo III, PT, A 80083 4451 St. Lude Blvd. Fait Piefce, FL 34946ZtA'AQ'yI.1.MbQ1II'P'V yp ry y :Y HOMES / SANTA ROSA XR5SRCLM 5GE GABLE A0071177J . ....... L2 1 b :nsJob Al Roof friisses, Fort Pierce, FL 34946, design@a I truss.com —'R_un7.6Y6 s Apr 30 2015 Print:-6-,020 s Aua 31 2016 MiTek Industries. Inez -Wed Anr 20-17 15an-A LOADING (psf) SPACING- 2 0 50 CS'. DEFL. in (Ioc) Vdefl Ud TCLL 20.0 Plate Grip DOL TC 0.12 Vert(LL) 0.00 1 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 1:17 Vert(TL) 0-00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 010 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No,3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends thai-S_tabifie'rs and required —-- cross bracing be installed during truss erection, in piccordance with Stabilizer Installation e, w _ _ _d REACTIONS, (lb/size) 5 = 42/5-0-0 (min. 0-1-8) 2 170/5-0-0 (min. 0-1-8) 6 235/5-0-0 (min. 0-1-8) Max Horz 2 114(LC 12) Max Uplift 5 = 20(LC 12) 2 56(LC 8) 6 107(LC 12) Max Grav 5 42(LC 1) 2 170(LC 1) 6 235(LC 1) FORCES. (lb) Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. WEBS 3-6=-208/330 NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp, C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 5, 56 lb uplift at joint 2 and 107 lb uplift at joint 6. 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT" form. LOAD CASES) Standard PLATES GRIP MT20 2441190 Weight: 22 Ib FT = 20% Aj,thooy T. Tombo 111, P.E.noft'In"W 7' 4451 St, tmcie Blvd, Rgt Werce, FL 34946 XR5SRCLM IJ5L LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabfli.zersand required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 128/Mechanical 2 - 264/0-8-0 (min. 0-1-8) 4 = 63/Mechanical Max Harz 2 - 103(LC 8) Max Uplift 3 - 96(LC 8) 2 - 206(LC 8) 4 = 02(LC 8) Max Grav 3 - 128(LC 1) 2 = 264(LC 1) 4 - 88(LC 3) Jack -Open 2x4 = FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left 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 96 lb uplift at joint 3, 206 lb uplift at joint 2 and 62 Ib uplift at joint 4. Qty Ply RYAN HOMES / SANTA RASA 16 1 A0071178 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Wed Apr 05 09:43:23 2017 Page 1 I D:f XMofrMa V b?Z7 F FUeY3_NdzegNj-zKxU N H9FvYl92 Dg4dhAOX F Iuclgi8yGkvOwF6bzTpg2 CSI. DEFL. in loc) I/defl Ltd PLATES GRIP TC 0.51 Vert(LL) 0.12 4-7 504 360 MT20 244/190 BC 0.50 Vert(TL) 0.09 4-7 636 240 WB 0.00 Horz(TL) 0.00 3 n/a n/a Matrix -AS Weight: 17 lb FT = 20% 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 7) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form, LOAD CASE(S) Standard rulesmeenu arssa,Asesskasx;eaea a.ssn ssaexpt (u.sw r b+, rla ,swkna aam saes wraan+seaurdessn l..,x aa mres reenlattxas.prs.,pmn aws„ s.,a Anthony T.TomboIII, r.E. w na sty n as lanWu,a d a.W.a o."n` a«ea>,e aa maa«xaavw,a.a n! aa saarmrae as I n,aaar ag e,wann+l+ ,r a , Net Oxupnait axr caeca,sdiktpe(@CMttRp rxneip ndRNv+inetmA"a khryNraaa aNSGM skrKlSNeiP:k"e AnacaWµmae s tntaaasA.entiwenm nesetaase 6.vwsspa,;unRs Egrc+aneironw,.>,aaa-ahss 4451 &Lode Nbnrts: hAafkl:anei lQMrynax ea¢1 kpr8ss awNN lip&rs Beci Egxex It k;iMix.tagpmpn ehxssSrMs Csp>wgxr `x/( W Blvd. aq sluanrxs nxatMurmml. Fort Pierce, U FL 34946 apysykt> S YQl4 A-1 loot Gaxsns-AosAony L tanho ll6 P.E tep.66(fi a ohhis sim ftc in my fow n P'Wtaeo .door the winon posa8sioo hen A loci Imses-AnlAeay L Combo lil, P.E. XR5SRCLM 1J6A I ROOF SPECIAL 1 3x4 = 1.5X4 11 A0071179 1x1zZRKZ-RV,/VsbdAtgrQOfNPGBPhF4Sr7b8FdtPWt7gfoeI LOADING (pso SPACING- 2 50-0 CS1. DEFL. in (too) I/defl Ud 2TCLL20.0 Plate Grip DOL 5 TC 0.23 Vert(LL) -0.01 3-4 >999 240 TCDL 10.0 Lumber DOL 125 BC 0.13 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.00 4 '- 360 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4 186/0-7-4 (min,0-1-8) 3 186/Mechanical Max Uplift 4 = -66(LC 8) 3 = -66(LC 8) Max Grav 4 186(LC 1) 3 186(LC 1) FORCES. (lb) Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) 2-ply truss to be connected together with 12d 0,131'x3.25") nails as follows: Top chords connected as follows: 2x4 - I row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - I row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=I 50mph (3-second gust) Vasd= I 16mph; TCDL=5,Opsf-, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl,, GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DQL=1.60 plate grip DOL=1,60 4) Provide adequate drainage to prevent water pending, 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 66 lb uplift at joint 4 and 66 lb uplift at joint 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% Anthony T. Tonft 111, P.E. t 80053 4451 st. Woe Blvd, FW Preece, FL 34946 loph lll: PJ, 1 Job Tru XR5SRCLM J7 1 my Pry RYAN HQ 28 t JiJob Referenc s Apr 30 2015 Print: 8.020 s Aug 31 2016 MiT ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-vi3 A 4x6 11 b LOADING (psf) SPACING- 2;0 CS1. DEFL in loc) I/defl L/d TCLt 20.0 Plate Grip DOL O 5 TC 0.85 Vert(LL) 0 09 5-8 946 240 TCOL 10.0 Lumber DOL 1.25 BC 0,75 Verl(TL) 0.27 5-8 304 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,05 2 n/a Ma BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Wind(LL) 0.20 5-8 411 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SLIDER Left 2x4 SP No.2 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4 188/Mechanical 2 342/0-3-8 (min.0-1-8) 5 85/Mechanical Max Herz 2 156(LC 12) Max Uplift 4 =-137(LC 12) 2 -92(LC 12) Max Grav 4 = 188(LC 1) 2 3421LC 1) 5 = 1241LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-367/0 NOTES- (7) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 137 lb uplift at joint 4 and 92 lb uplift at joint 2. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord, 7) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard A0071180 05 09:43:25 2017 Page I 3hYRFcs10MKPMBTzTpq( Dead Load Dell, = 3116 in PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Anftrvy T. Tombo III, P.E, 180083 4451 St, Lucie Blvd. 046ml A T" I Fort Pierce, 34446 CePpipkt 2N6A-I teal Musses "thaylAmbalu'pl, 4P14RI'm al %d.V4.41. oy fvm's PIWU" Aw * n,rmp p"mmi" fit. 4 1 lot Twin cuss type city Ply RYAN HOMES / SANTA ROSA XR5SRCLM M05G Hip Girder 1 1 A0071181 Job Reference o tional At Roof Trusses, Fort Pierce, FL 34946, design altruss-com -'Run: 9.020 s Aug 312016 Print: 8,020 s Aug 31 2016 MiTek I (I dusUies Inc. Wed Apr 05 09:43.27 2017 Page 1 I D:fXMofrMaVb?Z7FFUeY3_NdzegNj-s5B_DfCmzmobWr8rsXFyi5TTwM604YHJgeuTFMzTpcL Dead Load Dell. = 1/4 in 4.00[72 5x1 - 3x10 -= 5x4 I I 4x 5 4 a .5 x4 ( x i t 6 a 41..._. 4, i _._. 1 va 1 12 13 ,.. 23 43 22 A4 45 46 21 47 20 48 1949 50 18 51 17 52 16 53 54 t5 55 56 14 3x6 ..-. 1.5x4 11 3x4 - 5x12 = 3x6 = 6x6 = 1.5x4 II 3x6 = 402 = 3x4 = 1.5x4 II 3x6 =_ Plate Offset$ X Yam- 3-8 0-1-8 7:0-3-0 ggje ,_[16:0-5-8 Q` 2-47 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.35 15-16 >740 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0A0 15-16 >647 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 184 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No,2 'Except' 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-1-3 oc bracing MiTek recommends that Stabilizers and i quired cross bracing be installed during truss erection, in accordance with Staji( er.I stallation guide. REACTIONS. (lb/size) 2 - 845/0-8-0 (min.0-1-8) 19 - 2986/0-8-0 (min. 0-3-8) 12 = 1099/0-8-0 (min, 0-1-8) Max Herz 2 _ 36(LC 4) Max Uplift 2 =-523(LC 4) 19 -2273(LC 4) 12 --912(LC 5) Max Grav 2 = 848(LC 19) 19 - 2986(LC 1) 12 - 1100(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1714/1161, 3-30=1434/965, 30-31=-1434/965, 4-31=-1434/965, 4-32=-318/191, 32-33=-3181191, 5-33=-318/191, 5- 34=-318/191, 34-35=-3181191, 6-35=- 3181191, 6-7=-2354/3079,7-36=-2354/3079, 8-36=-2354/3079. 8-37=-1827/ 1624, 37-38=-182711624, 9-38=-1827/1624, 9- 39=-1827/1624,39-40=-1827/1624, 10-40=-1827/1624, 10-41=-2775/2368, 4142=-2775/2368, 11-42=-2775/2368, 11- 12=-2427/ 1996 TOP CHORD 2-3=- 1714/1161, 3-30=- 1434/965, 30-31=-1434/965, 4-31--1434/965, 4-32=-318/191,32-33=-318/191, 5-33=-318/191, 5-34=-318/191, 34-35=-318/191, 6-35=-318/191, 6-7=-235413079, 7-36=-2354/3079, 8- 36=-2354/3079, 8-37=-1827/1624, 37-38=-1827/1624,9-38=-1827/1624, 9-39=-1827/1624, 39-40=-1827/1624, 10-40=-1827/1624, 10-41=-2775/2368, 41-42=-2775/2368, 11-42=-277512368, 11- 12=-2427/1996 BOTCHORD 2-23=-1065/ 1583, 23-43=-1078/ 1599, 43-44=-1078/1599, 22-44=-1078/1599, 22-45=-907/1434, 45-46=-907/1434, 21-46=-907/1434, 21-47=-3079/2437, 20-47=-3079/2437, 20-48=-3079/2437, 19-48=-307912437, 19.49=-534/404, 49- 50=-5341404, 18-50=-534/404, 18- 51=-534/404, 17-51=-534/404, 17-52=-534/404, 16-52=-534/404, 16-53=-2270/2775, 53-54=-2270/2775, 15-54=-2270/2775,15-55=-1824/2270, 55-56=-1824/2270,14-56=-1824/2270, 12-14=-1809/2256 WEBS 3-23=-148/ 291, 4-22=-180/ 317, 4-21=-171911288, 5-21=-352/249, 6- 21=-2208/3103, 6-19=-1496/1068, 8-19=-285912330,8- 16=-2015/2516, 9-16=-385/274, 10- 16=-1019/796, 1 1-15=-480/ 586,11-14=-1811277 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20. Opsf on the bottom chard in all areas where a rectangle 3-0-0 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 523 lb uplift at joint 2, 2273 lb uplift at joint 19 and 912 Ib uplift at joint 12. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 238 lb up at 5-0-0, 61 lb down and 94 lb up at 7-0-12, 61 lb down and 94 lb up at 9-0-12, 61 Ib down and 94 lb up at 11-0-12, 61 Ib down and 94 lb up at 13-0-12, 61 lb down and 94 lb up at 15-0-12, 61 lb down and 94 lb up at 17-0-12, 61 lb down and 94 lb up at 19-0-12, 61 lb down and 94 lb up at 20-11-4, 61 lb down and 94 lb up at 22-11-4, 61 lb down and 94 lb up at 24-11-4, 61 lb down and 94 lb up at 26-11-4, 61 lb down and 94 lb up at 28-11-4, 61 lb down and 94 lb up at 30-11-4, and 61 lb down and 94 lb up at 32-11-4, and 195 lb down and 238 lb up at 35-0-0 on top chord, and 106 lb down and 194 Ita up at 5- 0-0, 35 lb down and 70 lb up at 7-0-12, 35 lb down and 70 lb up at 9-0-12, 35 Ib down and 70 lb up at 11-0-12, 35 lb down and 70 lb up at 13-0-12, 35 Ib down and 70 lb up at 15-0-12, 35 lb down and 70 lb up at 17-0-12, 35 lb down and 70 lb tip at 19-0-12, 35 lb down and 70 lb up at 20-11-4, 35 lb down and 70 lb up at 22-11-4, 35 lb down and 70 lb up at 24-11-4, 35 lb down and 70 lb up at 26-11-4, 35 lb down and 70 lb up at 28-11-4, 35 Ib down and 70 lb up at 30-11-4, and 35 lb down and 70 lb up at 32-11 A, and 106 lb down and 194 lb up at 34-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGEMENT" form, LOAD CASE( S) ononueu on page 2 Standard xNq.Fkaelix yYlr xM Fna<{yg4.i " Sr 1lt";. i{a3d(It#! ttk SRmfEL! `ny?pM i4RP KS4:tF,iWNtFr f"A Mai kup faaMas alrM spWts lnu W.Wt ip l ad AetI fw#m.e! tebtwettaa tJtte rce. altts e5n a mNtn pe t3J. aat Wtrt;exna tYasks: o< leakna o ft,f o,w tam s ka nrrq+ka m afar cod yro-sats«;lJror++;;nn rxsra,dmr. naJ em#ll,wesaer u r.dato 1. r,e xs.:.gaes. weMr ;, xaarnf Anthony T. Tombo III, P.E. WmAPosLnxa•wv klnxgRMasryfp4MryJAa uwrrt.k4a.ur't +Ma, al ge9nax twMa}@e,gep aXe; dtN ac NrKKal aeaM iuiA;MNnFI-rk Wpo0m Maas"baud 4e fta,,Y skaA'e <Mnn.+a .aaM siO4 ,n,wl&a{d gat, Wupsastr RwK. m»aa a; n„m,ad dsa atkawxr, ,usa xtaaam l[s p t.la sab",ao aw J ?r 8 0083 Marae gN, s,emasgafflm zwuoAk t n aearr_ Ik trx,v lgaea 1p PV M{o- z! ' teGare Rhl sba nyas6Po,9rf aaain,i Atk ss larpen, Lvfsanips ar atlnu MsafKlad. aMxr 44$1 SG Lwe Lfreke Blv& zi ht pn,a5xs 5lms 6paa Rqy what W:plduqaear n{plxRtt. opyfykt 020I6A-I loaf W'ser AatAoayLtan6a lli F.F. hptoJwtiaa of@FS daomoor is ony tarn, is pfoAikitN xn6out ale rnirkn pxmissioa flant-I loaf 6ouas- Awbooy F.tonpofll,F.L tot Pierce, FL 34446 XR5SRCLM I M05G Hip Girder W-1Rclof—Trusses, Fort Pierce, FL 34-946, de—signi6baltruss.com LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate InGrease=1.25 Uniform Loads (plo Vert: 1-3=-60, 3-11 =-60, 11-13=-60, 24-27=-20 Concentrated Loads (lb) Vert: 3=-148(B) 7=-52(B) 1 1=-148(B) 23=-99(B) 14---99(8) 30=-52(B) 31 =-52(B) 32=-52(B) 33=-52(8) 34=-52(B) 35=-52(B) 36=-52(B) 37=-52(B) 38=-52(B) 39=-52(B) 40=-52(B) 41 =-52(B) 42=-52(B) 43=-28(B) 44=-28(B) 45=-28(B) 46=-28(B) 47=-28(B) 48=-28(8) 49=-28(B) 50=-28(B) 51 =-28(B) 52=-28(B) 53=-28(B) 54=-28(B) 55=-28(B) 56=-28(B) A0071181 wh"amla* NA k two'Noik'" Anthony T. Tombo 111, P.E. 80083 4451 St, Lude Blvd. owtAt" Mal" fort Pierce, It. 34446 n'r;kf 0 "it 4 1 Roof 40im A40pylJoRWI01, RqUUMAt of this dacemeoi.ioeoy fvm"s plohivi" Aqw'be 'riv%. ?"Mintop (tom 4 1 Roof Imas XR5SRCLM 4.00 1-1-2 M06 lHip I -L s Jul 28 2015 Print: 8.020 s 1 RYAN HOMES/ SANTA ROSA 1 A0071182 5X6 3x4 4x6 = 4x6 = 1.5x4 11 3 A 5 A 7 Inc. Wed Apr 05 09:43:2 7 2011 Page 1 S8?j1QFmBEI0jPmRBp_,,QT2ldOnpzTpp2 Dead Lead Det]. = 7116 in 5X8 8 ti I!) 4x6 11 13 3x6 3x4 3x6 = 3x6— U12 1.5x4 11 3x66 3 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP NcI1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. 60TCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14,5-12 MiYek recommends thatSta—bilizersand r(iq_6ir_ed'__ cross bracing be installed during truss erection, in accordance with Stabilizer Installation_ uide. REACTIONS. (lb/size) 2 641/0-8-0 (min. 0-1-8) 14 1879/0-8-0 (min, 0-2-3) 9 800/0-8-0 (min. 0-1-8) Max Horz 2 -48(LC 17) Max Uplift 2 =-233(LC 8) 14 -1068(LC 8) 9 -661 (LC 9) Max Grav 2 648(LC 23) 14 = 1879(LC 1) 9 806(LC 24) FORCES. (lb) Max. Comp./Max. Ten, - All forces 250 (1h) or less except when shown. TOP CHORD 2-3=-1010/341, 3-4=-898/375, 4-5=-1164/1115, 5-6=-1013/1798, 6-7=-1013/1798,7-8=-1013/1798, 8-9=-1456/2136 BOT CHORD 2-16=-183/901, 15-16=-82/328, 14-15=-82/328,13-14=-1115/1372, 12-13=-1115/1372, 11-12=-1915/1335, 9-11=-1893/1325 WEBS 3-16=-60/284, 4-16=-4281703, 4-14=-1490/1235, 5-14=-1087/1385, 5-12=-3108/2200, 7-12=468/454, 0-1 _L CS1. DEFL. in (loc) I/def! L/d PLATES GRIP TC 0.63 Vert(LL) 0.31 14-16 705 240 MT20 244/190 BC 0.86 Vert(TL) 0,7814-16 281 240 WB 0.97 Horz(TL) 0,04 9 n/a n/a Matrix -AS Wind(LL) 0,2811-12 924 360 Weight: 175 lb FT = 20% WEBS 3-16=-60/284, 4-16=-428/703, 4-14=-1490/1235, 5-14=-1087/1385, 5- 12=-3108/2200, 7-12=A68/454, 8- 12=-357/342, 8-11 =-353/292 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5,Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl,, GCpi=O. 18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch 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-" 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 233 lb uplift at joint 2, 1068 1b uplift at joint 14 and 661 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and IV' gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form, LOAD CASE(S) Standard Z153 UWtq411.W(W.V ., 4451 St Lucie Blvd, 00 ww..w a, h FW Pierce, 34946 ILoprithl Z' 7016 k I loaf Tmm Whoryf'10.44111J1. Ank..yLkbollIJ1, ! "' "" Anthony T, Tombo it[, P.E. # 800 Job _ Truss XR5SRCLM M07 4.00 F1 _2 ME RYAN HOMES / SANTA ROSA 1 1 1 A0071183 s Jul 28 2015 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc, Wed Apr 05 09:43:28 2017 Page 1 ID:fXMofrMaVb?Z7FFUeY3,_NdzegNi-KHkNQ?DOk4wS8?jIQFmBElOgYmUlp3nT2ldOmozTppz 5x6 == 3x4 4x4 = 3x6 1.5x4 11 3 5 a 7 Dead Load Defl. = 3/16 in 5X8 == a 3x4 15 44 11 3x'10 = 12 1. 5x4 1 . 11 3x6 3x6 =- 3x6 =3x6 LOADING( pso SPACING- 2 O O CS1. DEFL. in (Inc) I/defl L/d TCLL 20.0 Plate Grip DOL 5 TC 0.81 Vert(LL) 0.35 11-22 749 360 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.32 11-22 802 240 BCLL 0.0 Rep Stress Incr YES WEI 0.69 Horz(TL) 0,02 9 n1a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied, WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. ( lb/size) 2 640/0-8-0 (min, 0-1-8) 14 1881/0-8-0 (min. 0-2-4) 9 798/0-8-0 (min. 0-1-8) Max Herz 2 59(C 12) Max Uplift 2 232(LC 8) 14 1057(LC 8) 9 = 666(LC 9) Max Grav 2 654(LC 23) 14 1881 (LC 1) 9 = 809(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=-745/196, 3-4=-621/256, 4- 5=-964/995, 5-6=-560/1124, 6- 7=-56011124, 7-8=-560/1124, 8- 9=-1211/1779 BOT CHORD 2- 16=-136/631, 15-16=-85/458, 14- 15=-85/458, 13-14=-99511222, 12- 13=-1542/1081, 11-12=-1542/1081, 9- 11 =-I 522/1073 WEBS 3- 16=-214/389, 4-16=-533/743, 4- 14=-1146/919, 5-14=-1082/1378, 5-13=- 2311/1668, 7-13=-401/367, WEBS 3- 16=- 214/389, 4-16=-533f743, 4-14=- 1146/919, 5-14=-1082/1378, 5-13=-2311/ 1668, 7-13=-401/367, 8-13=-602f751, 8-11 =-401/316 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch 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 Tisf 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 232 lb uplift at joint 2, 1057 lb uplift at joint 14 and 666 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/," gypsum sheetrock be applied directly to the bottom chord, 8) WARNING - Please thoroughly review the "A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT" form, LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 175 lb FT = 20% Anthony T. Tombo III, P.E. A 80083 4451 St. Woe M& 0,'J fqoa' i, k1l k k"Rrsapa nbau• I on Pierce, 11, 34946 Whory 1. Tomb. IIU1, Rp4whff of this dow.w. imy Wm'¢ pohibited wdbowlto 4 1 Roof r(mm ArThooYlAwball FJ' 3x4 SX6 = 3x6 = 4.00 [ 1-2 4x4 11 SX6 1 8 Dead Load Defl. = 3/8 in 1Z) 46 ll 113 3x6 3x6 = 46 3x8 3x6 3x8 = LOADING (psO SPACING- 2 O O CSL TCLL 20,0 Plate Grip DOL 25 TC 0.68 TCDL 10,0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 Rep Stress Incr YES WB 0.93 BCDL 10.0 Code FBC2014fTP12007 Matrix -AS LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-16,7-14 MiTek recommends that Fiziar—sand —required cross bracing be installed during truss erection, in accordance with Stabilizer Ins tallation guide. REACTIONS. ( lb/size) 2 598/0-8-0 (min. 0-1-8) 14 1961/0-" (min, 0-2-5) 10 761/0-8-0 (min. 0-1-8) Max Horz 2 71 (LC 12) Max Uplift 2 212(LC 12) 14 8) 10 = 641(LC 9) Max Grav 2 635(LC 23) 14 = 1961 (LC 1) 10 = 787(LC 24) FORCES. ( Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR CHORD 2- 3=-854/349, 3-4=-414/130, 4- 5=-342/148, 5-6=-342/148, 6- 7=-928/964, 7-8=-812/1413, 8- 9=-904/1435, 9-1 0=-1 347/1871 BOT CHORD 2- 16=-323/765, 15-16=-96411238, 14- 15=-964/1238, 10-12=-1659/1231 WEBS 3- 16=A58/550, 4-16=-257/386, 6- 16=-1001 /1345, 6-14=-10411888, 7-14=-129611692. 7-12=-11661779, 9-12=-461/614 NOTES- ( 8) DEFL, in (loc) I/def! Ud PLATES GRIP Vert(LL) 0.54 12- 14 >483 360 MT20 244/190 Vert(TL) -0.61 16- 19 >359 240 Horz(TL) 0.02 10 n/a n/a 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= I 16mph; TCDL=5. Opsf; BCDL=S.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch 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 212 lb uplift at joint 2, 1101 lb uplift at joint 14 and 641 lb uplift at joint 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock he applied directly to the bottom chord. 8) WARNING - Please thoroughly review the ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard Weight: 184 lb FT = 20% I 19CA WoNztr;Wlfti I ft W- 5v tow'. kko ft- N Its MktAW-hwhpauti, " *-Ots (W.", r. lod. Wqy,srm to ;uW., ON Tk(u,p-NW, "N'" Anthony T. Tombo III, RE, 80063 a "'m W. W lot W U p~.1 P~O t* kan W—WIM PIAM 4 WOO WA nlooft. j-4 pd- Wn, 4451 St, Lucie Blvd, 1 AqOdsz"-N.1".,fl4 I ort Pierce, I L 34946 t (opy(ight 0 7016AItoolrionso - kotholy 1, lambo Ill,lif. litpiciitm of this ftmot'isay fern, is ptotsliited withoutshe writteapatnission hen A I tool lenses- Anthony f. loantio 111, PJ. JANUARY 17, 2017 ( TYPICAL NIP / KING JACK CONNECTION I STDTLOI CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height.. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4Q9-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TIC 3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) 0 ti 3ch Corner Jack's 2) 16d Toe Nails TC & BC (Typ) NNA*{ NSMNNary,M m3st+'ilRi'is Rlii£4,"Va.l",..#Un=.#G EiOd&Xut i thy,„s'S3"tf"iAti49iF iileM!1 4.e ttsi{its'(tu3 AA:e%xYkY w4tn l,t BF`:¢kY..tiAj tf ,i Ste!NAtilv£bAmktnt a<YttN5k 4ftarfrmktr 7 uli 14, * fW1, scat 4s +t rc Ae'F9 k+d4"z +s ?atm«o aS Yf xrt tx saduare lS9+*+wswu9 x#Mfiuhsundie$°argn< ;tathbsysdax P, Zkdar 4x tSi+wk+ tI. tes 4r p asr.pmn. b.tx{u mx+sue. Astiiwn LTorrGa.<III, ?,E. 1.1— wat" ' a+ut+ay,se w m a vv d weaa 17 nYam ae Y ao nrc.xkmt g+i ae usax k.?H«"t pnRs iir.. aw r;s, xar .txi slCs «s „ et «. c€gw.+:+ raian,n nr.,o- r.w, n Easrt ;4a: exva*:9 :: r i e nasw ..i 44$1 St WoeBlvd. m€; w aakz." r.a"c s.nshwRq a xw:a xi.xtamt w #eree Fa 34s4e Uff, 4 v241t6 F tWhIsm X,*.Yl,1-6NCP.£. %c o#srtiaa at ttrs bxw at, ifla16m n{na§As<9 wi t+isAiax }Rr sti^ao Aan A 4 irnf&asut WWI 1Itaalalli, P:C. January 17, 2017 A -I ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL HIP / KING JACK CONNECTION 1 STDTL02 MIAMI-DADE CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King and End Jack's w/ (1) LSTA 12 Twist Strap @ TC w/ (10) 10d Nails Min. Per Strap and (3) 16d Toe Nails NOTE: IN ADDITION TO STRAPPING TOENAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: 2X4: (2) 16d Toe Nails 2X6: (3) 16d Toe Nails LSTA12 TWIST STRAP W/ MIN. (10', MANUFACTURER'S RECOMMENDE JACK/CORNER JACK (TYP.) NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ Attach King and End Jack w/ (1) HJC26 Hanger on BC. Attach Cornet Jacks w/ (1) LSTA1 2 Twist Strap @ TC and BC (Typ) w/ (10) 1 Od Nails Min. Per Strap HIP OR KING JACK (TYP.) Anthony T, Tom,[%, 111, F.E. N"r" a", ..""a we. -0-9* F.*r4- 80083 44S1 5t. Lucie VIA, stilt Them% F1, 3490 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-40 A 010 ALTERNATE QIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX, DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENOS. HORIZONTAL BRACE SEE SECTION A -A) TRUSSSES e F_ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH 4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH, FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES 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: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONGSIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICALNAILINGSCHEDULE: FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), ISO MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d 031' X 3') NAILS SPACED 6' Q.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'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. 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 / UKAL TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. STANDARD PIGGYBACK TRUSS FE RUARY 17, 2017 CONNECTION DETAIL STDTL04 A 1®r11 w ww Ill lgi CAM M IIII Ally! MAMIMIIII 1 1 MIUKr< THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WINO STANDARDS UNDER ALL A-1 ROOF TRUSSES ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 4451 ST. LUCIE BLVD. LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. FORT PIERCE, FL 34946 772.409-1010 NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' D.C. OR LESS, PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' D.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' D.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS, AT EACH 3' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772,109-1010 SE TRUSS OF 10d VALLEY TRUSS TYPICAL) DETAIL A TRUSSED VALLEY SET DETAIL - SHEATHED I STDTLO5 GABLE END, COMMON TRUSS, OR GIRDER TRUSS 6ENERAL SEPCIEICATIQNS: 1, NAIL SIZE = 3' X 0.131' = 10d 2, WOOD SCREW 45' WS45 USP OR EQUIVALENT. 1 INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' D.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A', 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4,5') WOOD SCREWS INTO EACH BASE TRUSS, FEBRUARY 17,2017 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SE TRUSS OF 10d TRUSSED VALLEY SET DETAIL GABLE END, COMMON TRUSS, OR GIRDER TRUSS 1 11- 1 1 NO SHEATHING) N.T.S. STDTI-06 CiENERAL SPECIEICAJIONS L NAIL SIZE = 3' X 0.131' = 10d 2, WOOD SCREW = 3' WS3 USP OR EQUIVALENT, 00 NOT USE DRYWALL OR DECKING TYPE SCREW, 3, INSTALL VALLEY TRUSSES (24' D.C. MAXIMUM) AND SECURE PER DETAIL 'A. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' D.C. GABLE ENO, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' D.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS, VALLEY SET FEBRUARY 17, 2017 TRUH GHUW ND VELOCITY) AFL ( STDTLO7 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409,1010 ATTACH TRUSSES WITF WIND DESIGN PER ASCE 7-98, A WIND DESIGN PER ASCE 7-10: MAX MEAN ROOF HEIGHT = 90 FI CATERGORY I1 BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCRE MAX TOP CHORD TOTAL LOAD = MAX SPACING = 24' O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES; 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH BOTTOM CHORD p> CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 MAXIMUM 12112 PITCH) FEBRUARY 17,2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. STDTLO8 VERTICAL 2X6 SP OR SPF STUD 2 DIAGONAL BRACE 4) - 16d NAILS 16d NAILS SPACED 6' D.C. 2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. VARIES TO COMMON TRUSS TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END, ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 4) Eld NAILS MINIMUM, ROOF3X4= PLYWOOD SHEATHING TO SHEATHING2X4STDSPFBLOCK it DIAGONAL BRACING L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX, NOTE: L MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF 2) - 10d GABLE ENO TRUSS AND WALL TO Ia. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3, BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM, 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES 111 24- O.C. 5, DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' O.C, 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O,C, HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) t6d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240, TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES, DIAL. BRACE 10d NAILS. 9, 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0- AND 0131'X3.5* COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE 2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #3 1 STUD 12' Q.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #3 1 STUD WO.C. 3-3-10 4-9-12 6-6-11 9-10-15 24* O.C. 2.8-6 3-11-3 5-4-12 8-1-2 2x4 SP #2 12'0.C. 3-10-15 5-6-11 6-6-11 11-8.14 2x4 SP #2 16"O,C. 3-6-11 4-9-12 6-6-11 10-m 2X4 SP #2 24* O.C. 3-1-4 3-11-3 6-2-9 9-3-13 1(7 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 NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING, DURATION OF LOAD INCREASE: 1,60 CONNECTION OF BRACING IS BASED ON MWFRS, END WALL FEBRUARY 17, 2017 I T WITH 2XIBRACE ONLY DETAIL I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / [-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-4WI010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -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 [-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. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 1 LATERAL ENRAGING RECOMMENDATIONS ( STDTLIO TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRQNGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. rr NOTE 1: 2X6 STRQNGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE ompow TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRQNGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. INSERT WO00 SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRQNGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131` X 3') NAILS (0.13I' X 3')• ATTACH 0 WEB O XRT CAL NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRQNGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - IOd NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH 2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 4' - 0' WALL STRQNGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) N12 X 3' WOOD SCREWS 0,216' DIA3 INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRQNGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS, IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0,131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRQNGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING BY OTHERS) FEBRUARY 17, 2017 0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34W 772.409-1010 LATERAL TOE -NAIL DETAIL NOTES: I. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 o.135 0 93.5 85.6 74.2 72.6 63.4 n 162 108.8 99.6 86.4 84.5 73.8 128 74.2 67.9 58.9 57.6 50.3 O 131 75.9 69,5 60.3 59.0 51.1 n 148 81.4 74.5 64.6 63.2 52.5 N VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE. 3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X Id5 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00° ANGLE MAY VARY FROM 30' TO 60" STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW 2X4) 3 NAILS t NEAR SIDE i NEAR SIDE NEAR SIDE 45.00° SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD_ FORT PIERCE, FL 34W 772-400-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 7 131 59 46 32 30 20O 135 60 48 33 30 20 Ul 162 72 58 39 37 25 J O 128 54 42 28 27 19 a Z Z Q 131 55 43 29 28 19 w 148 62 48 34 31 211if) J fV Q z 120 51 39 27 26 17 0 z 128 49 38 26 25 17 O 131 51 39 27 26 17 O 148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S) SIDE VIEW E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY END VIEW L NAIL NAIL A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x 4 TYP W NAILER ATTACHMENT I STDTI, 13 W NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 7724109-1010 4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES [ 4) 12d MAX 3011(2'-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Fkiv tis x <x 1:lSL't id4i:tS+"tF 'R'1 R4iR.YF StYMS {`3RR=X5 <'witY! Y'x9f kiS,`si:RB&ktit'Wa (s+h d,rap Pwttxgrw k'FYiNk Nkfi ffl. $qxi .4aP ka`txFiiS3".a1tteX i iwx$,Pi, Y#ipwax Wpixtax rc kkhrt,Aaroc. Sxmdvefi YL2 wi+ tw Y aue pm sbNNmNM l::ak. F 1 :4t{n!*k x*€ 4lmvxE.f Mzeaaas YPbkm ua axytmuEnr Rd x.ax: r,F k iA`A. as Map yr letu#?W t nteaaWw N@e[+roFc Ski i.:tri.:,pe ,a z ws. &Mhon T (UYst00#AF. P.E. af+reAde frwv, t+ d +. fie esiexk itpd R at'w+:x sN Nkaala 4xxdre axaaRmdMYF OagE ae nriaa MSAi sYk 6*lm2 . +..e*, tm> a artkxx@wdwAewwa av t A Yxc+iYR3za - ear ar# lY ae, r%k+ca l m4ae Y+srw zaf prtk xa+x n.:uasc z+i mw w,., *..ratd k'1=»wil:>, ,„„y a r' z w ttt m a..aan:s uaaxro,a a k iku «m w ++m z,,,,, .ter aaSd $z 0,qIg) #beet. zr,,w+Y+.a+,kwr,rYrc,+ ,., n.,r xE,,., kaaF«ta«... .mt. Cepei" i€ PBtd M4 t.4 ttcmaY 4nkbeaY E tcaAaW..P.i lynedsxtroa ath s CSYuaem6 m eay Facet. a ge4hd:ME ekN+ekn Me rnslYex pel4 saae ka>A dd teat ilmssxs-dat4aat 1 kmia tt4 Af. FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15DAMAGEDORMISSINGCHORDSPLICEPLATES A-1 ROOF TRUSSES 4451 ST,LUCIE BLVD. FORT PIERCE, FL 34946 772.409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 1 3346 5019 2829 4243 289$ 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' Q.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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: L = (2) X + C lOd NAILS NEAR SIDE t10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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). 00 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 APPLYING 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. FEBRUARY 17,2017 1 SCAB APPLIED OVERHANGS I STDTL1 6 A- I ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24 ' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. MOWN: NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTAUT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12112 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. IREFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES A f AARM AAOA-1 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: I ) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007; WTCA 1 - 1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 11) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-] Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 77 2 - 409 -1010 Office 772-409-1015 Fax w&&.A I truss.com 10 00 CL L ,0" E C) Ulu ujunZ AfZR WN c x o C) 10 0 17 1 7 7 00 o C) 00 a) 00 u, V) oo cL rn rn rq ly) cr ul r cr In r 't m T w 4) oo C) oo oo q oo w oo ooI a m u) 74 ooooooo lo m w m 0 o cc m w 6 Z oo oo wa ID oo 3 O w O a T 0 0ta0oW 'II o p 4 o o ti v. u? o 7 v i o 0 0 J a o 0 o a J o 30 Q t!} M O tfiQt 0 ViQ1 tf5N V1 N' CLM q 00 00 0 o O V1 U1 tl1 00 ppW e-1 t!1 Vt u1 v t!1 o r a o O V'1 t(1 tl1 pp o iri e o w o 16 o a o n N y 1 ry rl N H e-1 N N r1 e-1 N N N p 00 e-1 ry N 00 m 00 0p N w J o 07i CC 00 00 ^-f M 0"' M 00 0000J Q N cc: acchi cc N ro ry m w V 06 V1 ..x Q N H ry ry N ry t- a J F- Fastener Comparison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d (Header) 4) - I Od (Header) T1 JUS24 LUS24 2) - 10d (Joist) 2) - I Od Ocust) 4) - 10d (Header) W- 10d (Header) T2 JUS26 LUS26 4) - 10d (Joist) 4) - 10d (Joist) 22) - 10d (Face - Face Max Nailing) 6) - 16d (Carried Member - Face Mount) 6)- 10d (Face - Top Max Nailing) 6) - 16d (Carried Member - Top Flange) T3 MSH422 6) - 10d (Joist Face Max Nailing) THA422 22) - 16d (Face - Face Mount) 6) - 10d (Joist - Top Max Nailing) 21 - 16d (Face - Top Flange) 4) - 10d (Top - Top Max Nailing) 4) - 16d (Top - Top Flange) 11) - JOd x 1-112 (Carried Member) 18) - 16d (Face) 12) - 10d x 1- 1/2 (Joist) 20) 10dx 1-112 (Carried member -Max Nailing) T4 THD26 HTU26 20) - 16d (Carrying Member) 20) - 16d (Carrying Member -Max Nailing) 18) - 16d (Face) 1`14) - 16d (Facel T5 THD26-2 HHUS26-2 12) - 10d (Joist) 6) - 16d (Joist) 28)- 16d (Face) 126) - 10d x 1-112 (Carried Member - Max Nailing) T6 THD28 HTU28 16) - 10d x 1-1/2 (Joist) 26) - 16d x 1-112 (Carrying Membe, Ma-Vading) 28) - 16d (Face) 22) - 16d (Focel T7 THD28-2 HHUS28-2 16)- 10d (Joist) 8) - 16d ()cast) 18)- 16d (Face) 14) - 16d (Face) T8 THD46 HHUS46 12)- 10d (Joist) 6) - 16d Ooist) 28) - 16d (Face) 22) - 16d (Face) T9 THD48 HHUS48 161 - 10d (Joist) 8) - 16d Ooist) 201- 16d (Face) 20) - 16d (Face) TIO THDH26-2 HGUS26-2 8) - 16d (Joist) 8) - 16d (Joist) 201 - 16d (Face) 20) - 16d (Face) T11 THDH26-3 HGUS26-3 8) - 16d (Joist) 8) - 16d (Joist) 36) - 16d (Face) 36) - 16d (Face) T12 THDH28-2 HGUS28-2 10) - 16d (Joist) 12) - 16d ()oist) 36) - 16d (Face) 36) - 16d (Face) T13 THDH28-3 HGUS28-3 10) - 16d (Joist) 12) - 16d (Joist) bkl-,% U S STRUCTURAL CONNECTORS* A MiTek' Company ffin M D x 00 r Z D * ;o Oj (D Z3 M Z a) Oj 0 co (D 0 D oj a- :; oj (D oj (D F SQ V) n c fl c m C aj oi 3 fD C, fD OQ o 3 o c w ID fR M fu fl (D tro o-a.Cu c (DMa 0- = m a. m o o as c ' D 0 M cu 3 cr CU c (D X- CL m (D V) ac c * m 0 Zr 0 as c Dr 3 cu O (D M 0 (DM r cD D CL ou M o m 0- crOQc 3 oj C D C: 0 < c Cl m 0 3 Ln cu cV) ccj 0 r prvGrrion I pmearinq respanstbiltty for @p dotign at tFr ".gi, Ir.sc detailed on she 100 only. Where vegohrd by the prole, cone., ar vpnttrurEon d... ments. inAuding pay spoeifisPsions, . tPD al,ealying the I saw of ..ch aa... as Assumed by AI Reef troscos based an a, on- .1 the p,.'ie, contract documents, Is proyldad- Why. the IPD f..- saade,.l sobn-mee e, shop drawiagq carver Holy as a goad! I., ,a ttilmlon, it da., na, mqube the roof at any RDP- Amnt ay tomb., PC, soot on any TPo Ides that the indivldool t-, designs are based oa the pa,a astag shown aad that the Mar- ant aad loads shown an the referenced drowtng, mmch that potctioning_ Anthony cavity, P.(. coal designmes opociBcolly that III) has been mated in compliance with the latest .onion of Till I_ the funding Designer is osponsiRle far .c D se,diam. and r""a the IDD, pod this IN lac empmibil"y with their w,fl.n onginearing n"n—ats. SOasurol submittals li-.. chop draw(ngcj shall be ur—d by the RD for mmpatibillty wish the design of the banding o, stcuetvta, including sabmir.al dpmmantt prepared by ii defemd submittal davmenn and ph ... d chnay.1 documents. this -we, shall cyd de a natation indicatinq that the ,,I...d dacum, been found to be In general ronlarmpnu with the design of In. building (.r 1. make so fit corrections noted and la mar. tot mriewj. In the observe at this not.lion Al Roof Trailot will provide its buyer with the design assumplains used, par the rondranion dammann, Ia design Iadiriduol sIwa'd hadthaq s.mponomc and provide any TPD, per PH i. the Ruct Design lagactor Is NOT nsconsole for the fallowing oiling but net la i od ta- (reads, al W-1 lead OPm the soul to the sit... walls, (,nnacl.n .1 a,, IP the bearing wppa,, Design of the 4... too suppans. Tempancy pad parmaneat haildaeg stability hr.ving 4,ga,,.d is the coo! .ndio, floor systAIn, Gpa,fe, of rn0mi ).ad t down IP the toordataii, Design el Iha foaadescoA and coil, Analyse .1 the roof aad a, floor depbregms at the banding. (coalition of .at acids'. rt dla hrogm to iM trios, S e,tving rho loods vsed m the dell n of the 111nu Pad se forth. Nether AI Root Guscax aoc Anthony tamdo, P.E. is tM Rulldtn Dosl Her ec truss S sem pesl nu!En iaeu tar any buildin - 11 .a, ea ireonn .... ",I, aufede the xo a of work of the truss deli n oa meu, arc n ulnd by the owner, Iha own ei s authameed a ant or the 10. please roll 172 409-1010 hot cy"Mar.. Product Approval Specification Form Permit # 0 Project Location Add F 11;rat} , Y4 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.or q. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Smooth Star 15000.2/15000.3 Sliding Ply Gem 4780 FL 14634-R1 Sectional Wayne Dalton 9100 9174-R9 Roll Up Therma Tru Benchmark 15225.2 Automatic Other 2. Windows Single Hung Ply Gem 3753 14743- Horizontal Slider Casement Double Hung Fixed Alenco 705 FL 12983.1 Awning Pass Through Projected Mullions Ply Gem 3700 15264 Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # includin decimal 3. Panel Walls Siding Soffits Aluminum Coils Vented Alum 12194-R1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles Certain Teed XT-25/Landmark 5444R4 Underlayments Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Wate!proofing 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 I 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 Vicky Otero Please Print) June 2014 0 )'i." - Va0,z- THERMA TRU DOORS i IS INOW."IAL Dn., £DaLMMM, 13H 43517 Smooth -Star" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING I OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. Tit product anchoring drawing has been developed in compliance with the 5th Edition 2DI4) Florida Building Code f FBC) exuding the "high Velocity Hurricane Zone". See the Cer"k-ation Agency Certificate for sizes, specifications and ratings. Z Product anchors shag be as fisted and spaced as shown on detags. Anchor embedment to base material shag be beyond wag dressing, stucco, foam, brick and other wag coverings, l+ l 105.50" MAX. OVERALL FRAME WIDTH 7 2 3 1 i 1 i 4 5 5 q 5 I 5iivi2 ii y 3 v 3. Wood screws shag be installed following installation instructions of ANSI/AFS.PA NDS 201Z All other fastener types to be totalled following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be as :J specified by the fastener manufacturer but in no instance shag they be less than shown in 9 5= 4 this drawing. o c? 5 x 5 5. Where shims ore used, they must be a "rigid IF stiff" material that compiles with the 5 requirements of the FBC, 6. Positive and negative design pressure requirements for use with this drawing shag be detemlned by others for specific Jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TAKE Of CONTEM13 SHEETt1 DESCRIPTION i Typical elevatioru, design pressures d general notes . 2 kick amhorkV 3 Frome anchoring 4 Frome anchorng a big of material; 5 Horizontal 6 vertical cross sections 6 1 Vertical cross sections 1_ 2Y J - 41 5-'CS 7 2 3 4 S S a: 6 b 6 b 6 b S S S b S 6 DOUBLE W/ SIDEUTES OXXO SINGLE WI SIDELITES OXO MAX DESIGN PRESSURE MAX DESIGN PRESSURE w 55.0 -55.0 +40.0 -40.0 m ii 37.50" MAX. OVERALLD 74.50" MAX, OVERALL WIDTH 53.00" MAX OVERALL WIDTH WITH WTH 7 2 3 1 2 3 5 5 5 5 5 5 4O.N 4 l lpI -f 5 45 irlSi !13, A A 5O.N. 5 A 7, rr1' i"i It ,t_-si i' i"i It_-ji ,t_-s,SC- SINGLE X —" — — MAX DESIGN PRESSURE DOUBLE XX 67.0 -67.0 MAX DESIGN PRESSURE 55.0 -55.0 LOCK H ARDWAH Mn 9 $FV15 XWKWSIGMAnW SMO LATCH KM O27 SnOWMAE SERFS Me DIA"OLT SINGLE WISIDELIrE oX OAM 2121112MAXDESIGNPRESSURE N.T.S. 40.0 -40,0 w- e* JK CW Irr, LFS FL-15225.5=68 s stT 7 or 6 4 4 4 V., 011 0. MULLION 1\MULLJON MASONRY Jr MASON R 7 SHOWN FOR MASONRY 7-11 SHOWN FOR pJ 0,. ro Z Zo OPENING TYP. HEAD OPENING TYP REFERENCE OPENING Typ 11 REFERENCE 0 0JAMBSHEAD'' JAMBS HEAD M . 0 CLJAMBS5 2X BUCK — 2X BUCK—/ X cz2XBUCK —/ r CS MULLION rn d II SHOWN FOR rn f3 cc Ci i t REFERENCE 19 II II 41 41 2 SINGLE O aULE-ANC HQE1N-Q SINGLE W/SIQELITE SINGLE W/SIDELITE5 CY 0CY0 't wa: BUCK ANCHORING BUCK ANCHORING O 8. II MASONRY 4 MULLION 9 MULLION7. OPENING TYP. HEAD TYP. j j SHOWN FOR REFERENCE 0 0 SHOWN FOR), JAMBS ASTRAGAL HEAD I REFERENCE I NOTE: II SHOWN FOR JAMBS 1. 2X buck min. S.G. 20.55. 2X BUCK —/ REFERENCE 2X AiI BUCK CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the corner; may be adjusted to maintain the min. edge distance to mortarlaints. ASTRAGAL 2 Concrete anchor locations noted as "MAX. ON CENTER' must be adjusted to SHOWN FOR I I rn (j maintain the min. edge distance to mortarjoints, additional concrete anchors m C5 REFERENCE I j c6 6 may be requked to ensue the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: w flw LAPCON 1Js^14/,C 2" 4" ELCO ULTRACON 114" 1-1/4" 1. 4" 77 DOUBLE DOOR BUCK ANCHORING MASONRY DOUBLE )YZ IQEJ ITFS OPENING BUCKANCHORING KAU: N.T.S. DWG. BY, JK w BY" LFS AAwm NO.; FL — 15225.5 — 68 2 or 6 Rim D„ E” 7" 73" 1 I } 3" a MULLION d8 SHOWN FOR e; _ lI8 REFERENCE A W/2X BUCK INSTALLATION X iy 9 W/1X BUCK INSTALLATION O QTYP. HEAD & JAMBS - C" "D" "E" VIEW "C"- C" SINGLE DOOR W/SIDELITES 5 fl „C" D„ a IN PAIRS 30 3" 3 TIP. TIP. 3" I 7 w WE N t U C; d O SEE J DETAIL "4" o SEE DETAIL N n Q A" MULLION w SHOWN FOR o REFERENCE j X BUCK INSTALLATION Oi u X BUCK INSTALLATION HEAD & JAMBS L-SEE DETAIL "2 11 B„ A" 6" o 1 W/2X BUCK A INSTALLATION W/1X BUCK - 9 INSTALLATION TYP. HEAD & JAMBS _ SEE - DETAIL "i t 4- "C„ D. A" "B„ A„ VIEW "E"-"E" ^ ZF_w "D"-"D" SINGLE DOOR W ID T MEW "B"-"B" SINGLE DOOR VIEW "A"-X' SHOWN W/ OPTJONA1 CORRUGAT[p FASTENERS, MA I" mP. AU SMEUTE TO DOOR .WAB cONN oars) SIDEUTE NOTES: 1. The sidelite is direct set into the jamb with f 12) #t8 x 2" pfh. wood screws. There are f4) at each verticoijamb, from the top dawn of 13.5", 31 , 48.5" & 66". There are f2) at the header at 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. 2. For optional sidelite construction with staples, sidefite is direct set into the jamb with (4) 7/b"X 1 3/4" 16 go. staples along each jamb f6" from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min, edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3, Concrete anchor table: AT HCiR,.,ANC}iflk 1N. 1NIx7. l Al#tll t4filtN 39AttAN,CE: ITW h R/3+1 N. 7O ttifir4St7MR : fi0 #1413JAlCFNT :; TAPCON fTiN TAPCOtVS 3/16" 1.1/4" 3" 1-1/2" W/2X BUCK 2 INSTALLATION 8 W/1X BUCK 11 INSTALLATION DETAIL -6" DETAIL -2" W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C 7 QETAIL "1 " 8 7 DETAIL "4" 4n 4 o< o - 5 O i M 2121112 = scuE N.T.S. ` DWG. BY., JK CHx BY: LFS DRAWING NO.: R FL-15225.5-68 C SHEET 3 OF 6 0 VIEW E" 7- 3 . 3 7,- _-Hj . 77— SEE NOTE 3111 V-1 SHEET 3 SEE DETAIL -3- ASTRAGAL MULLION SHOWN FOR II SHOWN FOR REFERENCE REFERENCE ONLY 16 5 10 - IN 010 PAIRS n,3O > Typ. A" 15- FW2XSUCK INSTALLATION - SEE DE73itW/2X BUCK A W/IX BUCK Z) INSTALLATION INSTALLATION W/IX SUCK 9TYP. HEAD ASTRAGAL INSTALLATION 46 JAMBS ySHOWNFOR P. HEAD REFERENCE JAMBS ONLY SEE DETAIL -4- _ a 0 - i2 0 SEE n16 DETAIL 16 . 1CL 5) 5 A" VIEW VIEW 'A" -"A SHOWN W1 OPnOtM CORRVfiiTED FASTENERS. nEW 130 01P ALL SMJTE m WOR 4-m CONNECT*NS) W/2X SUCK 2 INSTALLATION W/lX BUCK 12INSTALLATION :741 C W/2X BUCK INSTALLATION W/IX SUCK 73 DETAIL "I INSTALLATION DETAIL '3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. svin oo x zo z o QEmq, . c w of oT5 .0: to E o z DETAIL -4 LLN.T.S. BY., JK ay: LFS 15225, 5-68 ET 4 OF 6 IX BUCK 9 E" cl INTERIOR EXTERIOR HEAD JAMB To Ix sub -buck Inswing shown A z 1:25" INTERIOR EXTERIOR 2 HEAD JAMB To wood frame Inswing shown H z 2X BUCK A INTERIOR EXTERIOR HEAD JAMB To Z(sub-buE—k Inswing shown 2X BUCK INTERIOR INTERIOR 4 A A INTERIORI TEXTERIOR EXTERIOR 0, 1 5'MIN. IlyMAX.Y MXL HIMIHIMSPACE02FMAX, y M SHIM SPACE 1, 15"MIN. 5 MIN. 1.25"MIN. EMB, EMB. EMB. TYP. 4 VERnCAL SIDE JAMB 5 VERTICAL SIDE JAMB To 2; sub -buck To wood frame Inswing shown Inswing shown Z 010 z 0onz 0 0 E Ali Oil OQ;; 5 q I M 0. t l? Caz: Cz O X 251 1 1 1 LL. N.Ts. By, JK er L" S LSa l L52 2 5. L5— 15 8 5 ETOF 6 INTERIOR EXTERIOR za VERTICAL CROSS SECTION Ruwng configurcifion INTERIOR SH z VERTICAL CROSS SECTION Inswing configuration IMEWMW,73 2-' VERTICAL CROSS SECTION OutsvAng configwation EXTERIOR INTERIOR za 7 5 VERTICAL CROSS SECTION Outswing conWatbn INTERIOR EXTERIOR 21 12 J)IERP CAL CROSS SECTION EXTERIOR z INTERIOR VERTICAL CROSS SECTION Outswing confwation cr V) 3 Lo cc c z Nc SCALL J*h L S FL - 15225.5 - 68 V MIi9 7ffm THERNIA TRU DOORS 1 18 INDUSTAt^L DR., E009RTON. DH 43517 Smooth -Star" and "Benchmark by Therma-Tru" 87SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W1 & WfOUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105- 0" MAX, OVERALL FRAME WIDTH 2 3 5 ) S A 5 I 1 1 I V I I 1 itita1 p it fi 3 is it II I i a 1 it f1 al !I i f i a 1{ II II II is 11 II ll 4 5 It 11 i I I l l 7 1 1 i j 11 I I 1 5 1! 3 It 1t 11 c TT RR TT i 1 t 1 1 l i I f I l 1 1 1 1 i i I I l a 11 ti 1i 19 11 11 71 13 1t la it ll i7 7; Aa1, This product anchoring drawing has been developed k1 compliance with the 51h Edition 12014) Florida Building Code jFBq excluding the "High Velocity Hunicane Zone". See the Certification Agency Certificate for sizes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shog be beyond wall dressing, stucco, loom, brick and other wall coverings. 3. Wood screws shag be installed following installation instructions of ANSVAFILPA NOS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be as specified by the fastener manufacturer but in no instance shag they be less than shown in this drawing. S. Where shins are used, they must be a Yqd / stiff' material that complies with the requirements of the FBC, 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jobs in accordance with the governing code, 7. Site conditions not covered by ihis drawing ore subject to further engineering analysis. TAblb OF COMEMS SHEETO MCRI"ION 1 Typical elevatiom design pressures S generd notes 2 buck amhorinp 3 Fro" onchortrag 4 fro" onchoIing S bill of materiols 5 Horizontd & vergc l cross sect)m 6 Vertical cross sections Fs e Emmons• e11 Qv0 11 11 11 13 i IS lit11 { 7 73 I1 Il ii 11 11 II i{ 1 it 71 li it 17 la a1 71 11 n 11 11 if ptl I ai 1a It IA II 7i 11 tl o I it n u 1i 7i Q1 Rl 77 ii ri i7 it i l 3111 l 11 71 11 I! 11 1 1 1 1 1 1 ij1 1 1 1 I7 i LL_____1 r 2 4 5 6 i 2 3 4 5 6 6 6 6 6 6 6 6 6 6 6 6 6 DOUBLE W/ StDEIMS oXX0 SINGLE WISIDELIT€S oxo MAX DESIGN PRESSURE LOCK HARDWAKE MHO a iEKDs MAX DESIGN PRESSURE 47.0 - 47.0 KMKSETswNATu"sE=LAxH 1 +40.0 .40.0 37,50• MAX, KWIKSET WI MTURE$EMU 790 DEADAW OVERALL 54W 5 5MAX. OVERALL WIDTH 53,00' MAX, 5 5 5 WIDTH OVERALL WIDTH 5 5 5 5— 4 5 NZ _," 4 W 5 Il i1 II 7ti T P 31 17 IS 11 11 I1 1) 11 11 t l 11 f i SINGLE X MAX DESIGN PRESSURE 67.0 - 67.0 k> Ir— Y1 Ir-Y1 r--Y—I rIr--Y— IrIIt 71II ii 11 tt II II tiI{ 11 It is II l i l i 1 1 l i 11 11 11 } i IJ if )i Ii i t 1 1 I I 1 f 31 fi 11 71 11 71 li li 13 11 i t . f i t 1 1 4 71 i 1 1 7 iL 11 5 it i1it17i{ 5 r-- r--- 1 r-Y7 it- YI it la 11 f--'1 r---'•' Ir-Yf {r' Yf 5 ii 11 11 11 II 71 it 17 flit Jf It I! if 1{ it it it I1 11 {! 11 I) 11 7t II !t 11 11 it 17 31 it II li 1 17 It { 1 1{ II 3i I)0UBLE XX SINGLE W/SIDELRE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 47.0 -47. 0 +40.0 -40.0 SONZ, N.T, S. ° Mr. er: JK s cm ce LFS 3 DRAM 16 NO.: II FL- 7 5225. 5-80 " slim 7 or 6 " a MASONRYOPENING1 TYP, HEAD JAMBS 2X BUCK I NOUN- M- fai 4" Mr II MULLION MASONRY_74 II SHOWN FOR OPENING TypII REFERENCE HEAD II JAMBS X . II II 2X BUCK —it II SINGLE W/SIQELITE BUCK ANCHORING MASONRY OPENING NOTE 2X BUCK 1. 2X buck min. S,G. a 0.55. CONCRETE ANCHOR NOTES: 7. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. Z Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min.edge distance to morlarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table,, trw TAPCON• 1/4- 1-11T 2" 4" ELCO ULTRACON* 114" 1-114" 1. 4" 4" MASONRY] OPENING 2X BUCK 7 . 7 4it TYP. HEAD jj JAMBS jI ASTRAGAL II SHOWN FOR it REFERENCE Il II II fl II 11 DOUBLE DOOR BUCK ANCHORING 4" 1 1 1 4" 11 II II li 4 TYP. HEAD JAMBS MULLION SHOWN FOR REFERENCE II 31 19 II SINGLE W/SIDELITES BUCK ANCHORING 2X- BUCK co Ci 48. 4" 2, 0 z 0 11000r) z6Of 02 MULLION 4 SHOWNFOR MULLION TYP- j I REFERENCE SHOWN FOR - HEAD ll. REFERENCE JAMBS Il II it II li ASTRAGAL II SHOWN FOR it REFERENCE Jl II MASONRY_J DOUBLE W/SiDFLITES OPENING QUCK ANQHORING cc co CZ a) O OA-- F 2121112 SCALE N. T.S. OWC. BY., JK CHR. BY. LFS ORAWM NO, FL-15225. 5-80 SHEET _2 OF 6 C" E" 21-- 3 " 3' i i^- 3- MULLION FONFORENCECK F-T7YP. INSTALLATION - n CK INSTALLATIONOD toJAMBSC" T2rw'- 3" g a Cr z 2 CLr L L) CL D" A" Z7: - 7r r 11 i MULLION i SHOWN FOR - REFERENCE z w w2X BUCK INSTALLATION 1X BUCK INSTALLATION P. HEAD do JAMBS - 11 T SEE_ DETAIL i NOTE 1 `v "6" = U 16 76 16 DETAIL 15 76 w p 12 ii 5 12 - M+ a' n 72 iiA 5 ` o lip pn `. p C" " D" "E" C" D" A" y7EW " C"-"C" SINGLE DOOR WZSIDELtTES VIEW "£"-"E" VIEW "D"-"D" 1M DOOR Wl 2D !T SNOWN W'/ OPTIONAL CORRUGATED FASTENERS, WELT 130 (Tw. ALL StDELIT, HARWDARE NOTES: Smarm TO DOOR d 9 CONNEL'nLWs) 1. The sidelite is direct set Into the Jamb with (12) #8 x 7' pth. wood screws. There are (4) of each 8 verticaijamb, from the top down at 13,5, 31" 4&S" & 66", There are (2) at the header at 4" from the outside comers of the frame, There are 12) at the silt, 4" from the outside comers, 2 For optional sidelite construction with staples, sidelite is direct set into the Jamb with (5) 7/d" X C 1314" 16 go, staples along each jamb (6" from ends and equally spaced thereafter), 3. Latch, deadboit and hinge locations vary. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings, CONCRETE ANCHOR NOTES: 7 i. Concrete anchor locations at the comers may be adjusted to maintain the min. DETA L "4" edge distance to mortar joints, 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min, edge distance to morfor joints, additional concrete anchors may be required to ensure the MAX, ON CENTER" dimension are not exceeded. A A 3. Concrete anchor fable: 711 viiNiiVT 7D biAStiNRY TO ADJAGEIiT :: EtiJ ANG}J£JR :: TW 0 TAPCON 114" 1-1/4" 2" d" 1TW TAPCON 3/16" 1-1/4" 3" 1-1/2" 1 i A A 7 1 DETAIL " 1 " n IL JCK PION 80.ti SEE E m Z. RO f10NDETAIL rs, o 8 i o D D 0 0 cz3 1d a" A" SINGLE DOOR Gti 1 j_{ U vt Wr ZE U O Oa) 0 O8 G DETAIL " 6" 10 QELAIL " 2" DATE: 2 21 12 = SCALE: N.T.S. c DWG. BY, JK a Cw BY., LFS 3 FL- 15225.5-80 C sHw 3 or 6 E" Cl 7- 3- 7. It-r— 3' 3 . 4-H 3- 7IIII SEE DETAIL "3" III SEE NOTE 3 SHEET 3 MULLION-/ Il 19 SHOWN FOR REFERENCE ASTRAGAL SHOWN FOR REFERENCE ONLY 76 16 16 76 5 5 C. "E' DOUBLE DOOR WISIDEUIU W/2X BUG INSTALLATIO W/lx BUCP INSTALLATIO TYP. HEAD JAMBS SEE DETAIL 4" U) rx z LZ "A" I u 1 :c V) 3" 6" W/2X BUCK A X SEE DETAIL ; INSTALLATION D 3- W/lX BUCK INSTALLATION 9 TYP. HEAD & JAMBS ASTRAGAL-J l SHOWN FOR REFERENCE ONLY 76 16 5 5 A" Item DESCRIPTION Material 0 x 2-1 2 PFH WOOD SCREW STEEL 10 X 1-3 4 PFH WOOD SCREW STEEL 7— WOOD SCREW STEEL 7 30 x LC I PFH WOOD SCREW (Hine to Frome) STEEL 4 1/4- x 2-3 4" PFH ELCO OR ITN CONCRETE SCREW STEEL 5 1/4" x 1-3/4" ITW PFH CONCRETE SCREW STEEL X" L 3-3 4" ITW PFH CONCRETE SCREW4X STEEL 0 3 - PFH SCREW STEEL 3116" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 11/4" x 3-7 4" ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 1/4' X 2-7 4" PFH ITW CONCRETE SCREW STEEL16 20 HEADER JAMB (PINE, S( WC` 21 314" THK. PRESSURE TREATED SIDELITE PAD WOOD 30 IZ2" X I" X 25 GA. CORRUGATED FASTENER STEEL DOUBLE DOOR C DETAIL "A wIA DETAIL —llz NN A O 30 4. SEE toETAIL c' + t3U VIEW "A"— A" SHOWN W1 OPnONAL CORRUGATED FASTENERS, IMM I" (TYR. AU SMELnE TO DOOR JAWS CONNECTIONS) 3 0 LEML-"L ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. grr V) z6; x Em 9 A Z. cw 5 a: a'.flz N SCALE- N.T.S. owa. sy, JK CHK BY., LFS DPAW"' IG No-, FL- 15225,5-80 SHEET _ 4 OF 6 INTERIOR EXTERIOR 7 HEAD JAMB 5 ipnswig s n INTERIOR 2 HEAD JAMB To wpod frame inswing shown BUCK INTERIOR EXTERIOR 4 . 25" MAX. SHIM SPACE 1.15' MiN. 1.25" MIN, EMB. LEMB, TYP. A VERTICAL SIDE JAMB To 2x sub buck Inswing shown d EXTERIOR Z i 111 z N elf, N EXTERIOR 0.15" MIN. CSINK 0.25" MAX. SHIM SPACE 1,15" MIN. EMB. INTERIOR 2X BUCK A N INTERIOR EXTERIOR 3 HEAD JAMB To 2x wb buck Inswing shown VfRT1CA! SIDE JAMB To wopd home Inswing shown z V cy •• oil E m Z m o p D 4 i1Z yE £o b ?a scnu N.T.S. - awc. e,: JK rac. BY. LFS IRAWfNG Ito.: fl FL— f 5225.5-80 sii r 5 OF 5 INTERIOR EXTERIORINTERIOR ^,TERIOR VERTICAL CROSS SECTION Inswing configuration INTERIOR 4 " VERTICAL CROSS SECTION VsWmg configuration EXTERIOR VERTICAL CROSS SECTION OutsMng configuration EXTERIOR za INTERIOR M1119990A QVER77CAL CROSS SECTION Outswing configuration INTERIOR EXTERIOR 3 ` VERTICAL CROSS SECTION 11-b EXTERIOR ---&— INTERIOR z as 6--VERTICAL CROSS SECTION Outswing configuration 0 o O < C> z 2121 12 LE: N.TS. FI JK LFS 15225.5-80 foF 6 Q sr r;-C,ar<- _ INSTALLATION NOTES 1, ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE STATED. 2, THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 31/2 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.£., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/ MASONRY, USE ONE (1) 3115 INCH ITW TAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1 114 INCH MINIMUM EMBEDMENT. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE 11) N10 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE (1) N8 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. T MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING, DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED, 9. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE 15 MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR SOINT INTO FACE SHELL OF BLOCK. 10. 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 BY THE ANCHOR MANUFACTURER. 11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A,CONCR£TE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 8. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 {OR GREATER). C. STEEL- MINIMUM YIELD STRENGTH OF 33 XSL MINIMUM WALL THICKNESS OF 33 MILS, (20 GUAGf) PLY GEM WINDOWS 471214812 SINGLE -HUNG (NON -IMPACT) GENERAL NOTES 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE {FSC) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 101,ILS.2/A440-05 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, 2X AND METAL STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE, BUCK DESIGN AND INSTALLATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 5. WINDOW FRAME MATERIAL ALUMINUM 6063-TS T GLASS MEETS THE REQUIREMENTS OF ASTM £1300 GLASS CHARTS. SEE SHEET 5 FOR GLAZING DETAILS. 8, DES16NA77ONS "X" AND "O"STAND FOR THE FOLLOWING; X: OPERABLE PANE! O: FIXED PANEL I TABLE OF CONTENTS I SHEET REVISION SHEET DESCRIPTION I A GENERAL A INSTALLATION NOTES 2 ELEVATIONS A ANCHOR LAYOUTS 3 4712FL VERTICAL A HORIZONTAL SECTIONS 4 4712F VERTICAL& HORIZONTAL SECTIONS 5 4812F VERTICAL & HORIZONTAL SECTIONS PRODUCT OVERALLSIZE WIDTH HEIGHT DP RATING PSF) MISSILE IMPACT RATING 4712FL 48" 83.93" 50/-70 NOT RATED 4712FL 53" 72" 50J-60 NOT RATED 4712F 53" 72" 50/-60 NOTRATED 4712F 48" 83.93" 50/-60 NOT RATED 4812F 48" 84" 50/-60 NOT RATED 4812F 48" 96" 30 J -30 NOT RATED Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2015.04.10 10:48:44-04'00' Os PLYWINDOWS GEM 433 K MAIN ST„ PC SOX 559, ROCKY MOUNT. VA 24151 PH: 546-484 348 FX: 540-484-6683 m i ikv Z Z a m e Z 4 S v ¢ D LU V m w r 24 m ' paZLU d rn F- a Qn o m m u) p $ S U ZluIV) PGWW SHEET: 1 OF 5 UNIT MAX. UNIT MAX. WIDTH 53.00' WIDTH 48.00' DIO MAX. D.L.0 MAX. WIDTH 4944' WIDTH 44.31' ADrj ' PLY GEM WINDOWS F 433 N. MAIN 5O7, PO SOX 559, 3 4 ROOKY M WT, VA 24ZI D. O.LIMAX. PH: 14046413 a ft 5 84-V t).L 0. MAX. 3 H33.25, EIGHT HEIGHT 9 4 4556" UNIT UNIT # SASH MAX. MAX. T MAX, HEIGHT HEIGHT 35. 88" 72,00" 96.00' HEIGHT X rc V&- SASH MAX, HEIGHT z 363 Z Z 0 z Lu , c z a Z) n -< E LJ o. A r 3 4 SASH MAX. SEE ANCHOR WIDTH 51. 25. SEE ANCHOR SCHEDULE SCHEDULE SASH MAX rl WIDTH46.25' u7I ELEVATION ELEVATION C) z SEE ANCHOR a 0. SCHEDULE Lu Lu O SEEANCHOR SCHEDULE c; z IANCHOR LAYOUT L INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMS O.C. CORNER ANCHOR TYPE LOCATION SUBSTRATE DISTANCE O.C, DISTANCE O,C. DISTANCE DISTANCE DISTANCE TYPE (IN.) (IN.) (IN.) ( IN.) (IN,) (IN,) -INN 8 SELF - TAPPING FIN I STEEL STUD 3 THREADS N/A 12 12 9 4 c 0 Z 3/16" ITW TAPCON FLANGE I CONCRETE/MASONRY L25 2.5 20 - 20 4 z 10 SELF - TAPPING FLANGE I STEEL STUD 3 THREADS N/A 20 20 4 DWG #: P&W029 SHEET: 2 OF 5 3/16" ITW TAPCON INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY ci 1X WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS 1/4" MAX. SHIM SPACE 3 THREADS MIN. ENGAGEMENT' 2 1/2" MIN, INTERIOR EDGE DISTANCE #10 SELF -TAPPING SCREW INSTALLATION ANCHORS 1 1 I/4" MIN. EMBEDMENT f PERIMETER CAULK ! \ T O.A. By OTHERS SHIM SPACEI1 WINDOW HEIGHT SEE GLAZING EXTERIOR DETAILI INTERIOR rB-\ VERTICAL SECTION 3 HEAD-1X WOOD/CONCRETE/MASONRY 4712 FLANGE EXTERIOR INTERIOR SEE GLAZING DETAILS WINDOW HEIGHT STRUCTURAL GRADE 114" MAX. SILICONE BY OTHERSSILICONE SHIM SPACE EXTERIOR FINISH BY OTHERS IX WOOD BUCK A .. . BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY d iX WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS VERTICAL SECTION SILL - IX WOOD/CONCRETE/MASONRY 4712 FLANGE METAL STUDBY OTHERFRAING SEE ZING S ' DETAIL SHEATHING----"' r BY OTHERS j EXTERIOR EXTERIOR FINISH BY OTHERS O. A. PERIMETER CAULK WINDOW BY OTHERS WIDTH 1) HORIZONTAL SECTION 3 % JAMB - STEEL STUD FRAME 4712 FLANGE 1 1/4" MIN. EMBEDMENT 1/ 4'MAX. SHIM SPACE CONCRETE/ MASONRY BY OTHERS SHIM CAULK BETWEEN CONCRETE/ MASONRY A IX WOOD BUCK BY OTHERS INTERIOR IX WOOD BUCK BY OTHERS 3/ 16" ITW TAPCON INSTALLATION ANCHOR 2 112" MIN. EDGE DISTANCE SEE GLAZING DETAIL 1 EXTERIOR FINISH EXTERIOR BY OTHERS PERIMETER CAULK O. A. BY OTHERS WINDOW WIDTH HORIZONTAL SECTION JAMB - 1X WOOD/CONCRETE/MASONRY 4712 FLANGE fo' oPLY GEM WINDOWS433 tJ MAIN ST., PO BOX 559, ROCKY MOiWT, VA 24151 PH: 540484- 348 FX 540 84-6683 m r m 0 n Z yjpm e m m C Y1 Z 23 A.,A 4 0 - q O+ Lu Z m 4 UGC Lwn. m A++ a wh wQm _ d m 4 UZ 0 H o H LJ Lc p C5 m u m o 3_ Qz UOW& ##: P& W029 SHEET: 3 OF 5 1/4" MAX. 3 THREADS MIN. rt SHIM SPACE SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW BY OTHERS INSTALLATION ANCHOR EXTERIOR FINISH METAL STUD FRAMING BY OTHERS BY OTHERS 8 SELF -TAPPING SCREW PERIMETER CAULK INSTALLATION ANCHOR BY OTHERS METAL STUD FRAMING By OTHERS O.A. 1/4" MAX. WINDOW SHIM SPACE 3 THREADS MIN. HEIGHT ENGAGEMENT SEE GLAZING—l" SHEATHING EXTERIOR DETAIL I INTERIOR BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW WIDTH VERTICAL SECTION HORIZONTAL SECTION HEAD - IX WOOD/CONCRETE/MASONRY JAMB -STEEL STUD FRAME 4712 FIN 4712 FIN SEE GLAZING DETAILI j EXTERIOR O.A WINDOW HEIGHT I I a \ LI INTERIOR 1/4" MAX. SHIM SPACE PERIMETER CAULK By OTHERS EXTERIOR FINISH By C, -1-5 --- SHEATHING BY OTHERS 3 THREADS MIN. ENGAGEMENT VERTICAL SECTION Aj SILL- PRECAST CONCRETE 4712 FIN METAL STUD FRAMING BY OTHERS 8 SELF -TAPPING SCREW INSTALLATION ANCHOR EXTERIOR R) VERTICAL SECTION 4 MEETING RAIL PLy GEM WINDOWS 433 N, MAIN ST, PO SOX 559, 14OCrV MOUNT, VA 24151 INTERIOR PK 540J 84-6343 FX: 546 84-6683 A Z SEE GLAZING Q b DETAIL I z zm 0 z z S C, z EXTERIOR ul C) z V) Lu 14ytu3 i I INTERIOR c VIA. 1 M u ,,, 0 Z -cd3.. Q Ztn W& #: PGW029 HEET: 4 OF 5 1/4" MAX- SHIM SPACE 3 THREADS MIN. AAVA DLL J i"' SHEATHING ENGAGEMENT #8 SELF -TAPPING SCREW +,J j ,/WjiN©OWS EM BY OTHERS INSTALLATION ANCHOR 8 SELF -TAPPING SCREW - 433 K MAIN ST., PC SOX 559, EXTERIOR FINISH INSTALLATION ANCHOR ROC" MOUNT, VA 24151 BY OTHERS METAL STUD FRAMING BY OTHERS INTERIOR PERIMETER CAULK METAL STUD FRAMING PK 540-484,6348 FX: 540-484.6683 BY OTHERS BY OTHERS Z SEE GLAZING {fl 2 g l 3 THREADS MIN. DETAIL i O.A. .. S 1/4' MAX. ENGAGEMENT 2 `r WINDOW SHIM SPACE p K z HEIGHT SHEATHING----"' p o ¢ u SEE GLAZIN3/4" O.A. INSULATED GLASS BY OTHERS Gm H < m DETAIL w Z H& EXTERIOR INTERIOR EXT£RIORFINISH EXTERIOR w w m m DOW 1199 a BYOTHERSnm SILICON£ O. A. PERIMETERCAULKWINDOW — F BYOTHERSVERTICAL SECTION L HORIZONTAL SECTION n WIDTH a HEAD- 1XWOOD/CONCRETE/MASONRY / JAMB - STEEL STUD FRAME 4812 FIN 4812 FIN SHIM 1/ 2' MIN. GLASS MAX. Z SEE GLAZING SITE SHIM SPACE DETAIL 1 z t GLAZING DETAIL 1#8 SELF -TAPPING SCREW v 1 EXTERIOR I INTERIOR INSTALLATION ANCHOR 'n uaaO.A, NOTE; METAL STUD FRAMING WINDOW1/ 4" MAX. GLASS THICKNESS AND TYPE HEIGHTSHIM SPACE SHALL COMPLY WITH ASTM E1300 BY OTHERS 1 GLASS CHART REQUIREMENTS r 1 O INTERIOR 3 THREADS MIN. Z PERIMETER CAULK ENGAGEMENT NN. 'c BY OTHERS EXTERIOR FINISH SY£ OTHERS TAL D FRAMING SHEATHING O • BY OTHERS ... -.- ; ;. BY OTHERS 1 SHEATHING # 8 SELF -TAPPING SCREW 7. BY OTHERS 3 THREADS MIN, INSTALLATION ANCHOR EXTERIOR FINISH - ENGAGEMENT SEE GLAZING BY OTHERS `i t' ,• DETAIL 1 PERIMETER CAULK i i " c Pok g BY OTHERS J flit EXTERIOR ' 0 CO ,' n m Z Lu V) a Z y = a ~ WINDOW p 3 IQ Z VERTICAL SECTION WIDTH DWG# SILL - PRECAST CONCRETE HORIZONTAL SECTION PC W029 4812 FIN JAMB - STEEL STUD FRAME SHEET: 4812FIN5 OF INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR 1S REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE STATED, 2. THE NUMBER Of INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 2112 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL {I.E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FIN INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1) #8 WOOD SCREW, SOD COMMON NAIL OR 11 GAUGE ROOFING NAIL OF SUFFICIENT LENGTH TO ACHIEVE 1 112 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE {1) 10 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE 1 1121NCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING.. 7. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING, DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED. B. 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 BY THE ANCHOR MANUFACTURER. 9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF O.SS, i 471214812 SINGLE -HUNG (NON -IMPACT) AS TESTED GENERAL NOTES: 1, THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE (F8C) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA I0IJ1.5.2JA444-05 2. ADEQUACY OF THE EXISTING STRUCTURAL 2X STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING ANDTRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3, 2X SUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT, 5., APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. WINDOW FRAME MATERIAL; ALUMINUM 5063-TS 6, GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS, SEE SHEET 5 FOR GLAZING DETAILS, 7. DESIGNA77ONS "X"AND "O" STAND FOR THE FOLLOWING: X: OPERABLE PANEL 0: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION I A GENERAL A INSTALLATION NOTES 2 - ELEVATIONS 6 ANCHOR LAYOUTS 3 - 4712FL VERTICAL 6 HORIZONTAL SECTIONS 4 - 4712E VERTICAL HORIZONTAL SECTIONS 5 - 4812F VERTICAL A HORIZONTAL SECTIONS Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2015,04, 10 10:47:11-04'00' 0+ Pay GEMWINDOWS 433 N. MAIN ST_ PO BOX 559, ROCKY MOUNT, VA 24151 PK 54OA84-6343 FX: 540-484-"833 mmm n UXl7 4 Nags t o g va m s z34U N wj T CBmw V H Lu d Z y oc 4 a LL COcO w c Lui- Q yy k 09 p¢O *>l p fi mI1 I lltU ; n '6 Z uj M u ZQo u v1 DWG #: PGW030 SHEET: 1 OF: 5 UNIT MAX. WIDTH 53,00* 0 ' LO MAX. WIDTH 49.44" p 3 4 UNIT MAX. HEIGHT 72.0(r H 4 L A E 3 4 SASH MAX. WIDTH 51,25- ELEVATION D.L 0 MAX. 1 WIDTH 44.31" UNIT MAX. WIDTH 48,00' F 34 110 PLY VVINDOWSWINDOWS 433 N.MAIN ST, PC 80X 559, ROCKY MOUNT, VA 24151 FR 540-464-6348 FX; 540-484-6683 A D.L.O. MAX. 010. MAX, oNOD0- HEIGHT 3125' 45.56' UNIT SASH MAX, MAX. HEIGHTEIGHT 7 96.00, 35 88' z vO f Z . SASH MAX, H X" 4iL tjoc I z HEIGHT 3 4 5 m u Z 36.3 SEE ANCHOR SEE ANCHOR SCHEDULE SCHEDULE I 5EEANCHOR SCHEDULE SEE ANCHOR SCHEDULE ANCHOR LAYOUT kt) Lojz SASH MAX. WIDTH 46,25' z ul 0 ELEVATION H Lu jy INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMS O.C, CORNER ANCHOR TYPE TYPE LOCATION SUBSTRATEI IN.) DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE IN.) IN.) (IN.) IN.) IN.) 8 WOOD ANCHOR FIN 1 WOOD---- 1.5 0.75 12 12 9 4 101) COMMON OR 11 GAUGE ROOFING NAIL FIN I 1 WOOD 1.5 I 0.75 12 12 9 4 10 WOOD ANCHOR I FLANGE WOOD 1.5 0.75 20 20 4 day•. .? V z bwP& #: W030 SHEET: 2 OF 5 10 WOOD SCREW INSTALLATION ANCHOR CAULK BETWEEN CONCRE—it/ MASONRY 6 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS 2X WOOD BUCK S BY OTHERS EXTERIOR FINISH BY OTHERS t STRUCTURAL GRADE— O.A. SILICONE BY OTHERS WINDOW HEIGHT — 1 EXTERIOR I O.A. WINDOW HEIGHT 3/4" MIN. EDGE DISTANCE 1 112" MIN EMBEDMENT 1/4" MAX, SHIM SPACE 1 SEE GLAZING DETAILS INTERIOR 1 VERTICAL SECTION HEAD-2X WOOD BUCK 4712 FLANGE SEE GLAZING EXTERIOR DETAILS STRUCTURAL GRADE - SILICONE BY OTHERS EXTERIORFINISH BY OTHERS 2X WOOD BUCK BY OTHERS - CAULK BETWEEN CONCRETE/ MASONRY 4 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS rA-- 7— V--ERTICAL SECTION j SILL - 2X WOOD BUCK 4712 FLANGE 1 MIN. 1/4" MAX. EMBEDMENT SHIM SPACE CAULK BETWEEN INTERIOR CONCRETE/ MASONRY d 2X WOOD BUCK BY OTHERS CONCRETE/MASONRY BY OTHERS 2X WOOD BUCK BY OTHERS SO WOOD SCREW INSTALLATION ANCHOR j 3/4" MIN. 1 .. • :. EDGE DISTANCE SEE GLAZING DETAIL 1 EXTERIOR FINISH EXTERIOR BY OTHERS STRUCTURAL GRADE O.A. SILICONE BY OTHERS WINDOW WIDTH THORIZONTAL SECTION K JAMB - 2X WOOD BUCK 4712 FLANGE jam-- 1/4' MAX, 1 1/2" MIN SHIM SPACE EMBEDMENT 2X WOOD BUCK BY OTHERS INTERIOR #10 WOOD SCREW INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE INTERIOR 1 SEE GLAZING DETAIL 1 3/4" MIN. EDGE DISTANCE I SHEATHING ---- BY OTHERS EXTERIOR EXTERIOR FINISH BY OTHERS STRUCTURAL GRADE I SILICONE BY OTHERS O.A. WINDOW WIDTH HORIZONTAL SECTION JAMB - 2X WOOD FRAME 4712 FLANGE Pay GENTWINDOWS 433 N. MJN ST.. PO SOX 559, ROM MOUNT, VA 24151 PH: 540-484-6348 FX: 540484-6883 e m m m o Zo N = Z Ca .1c Qlbj[ u-+i u1m m V ' Z aLuL1Z4z4O a h u1 m ay M 111r o o Z I)>t Z ; ao 3. o* u= Z DW& #: PGW03© SHEET. 3 OF 5 CAULK BETWEEN CONCRETE/ MASONRY A 2X WOOD BUCK BY OTHERS 1 1/2" MIN, CONCRETE/ MASONRY BY OTHERS 2X WOOD BUCK EMBEDMENT 10D COMMON NAIL OR 11 BY OTHERS GAUGE ROOFING NAIL INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER CAULK 1l4" MAX. BY OTHERS j 5HiM SPACE 1O.A. WINDOW HEIGHT 1 SEE GLAZING DETAIL EXTERIOR INTERIOR VERTICAL SECTION HEAD - 2X WOOD BUCK 4712 FIN SEE GLAZING DETAIL 1 EXTERIOR i O,A, WINDOW HEIGHT PERIMETER CAULK - BY OTHERS EXTERIOR FINISH - BY OTHERS 2X WOOD BUCK BY OTHER5 CAULK BETWEEN CONCRETE/ MASONRY A 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS INTERIOR 1 71. 1/4" MAX. SHIM SPACE 3/4" MIN, EDGE DISTANCE 1 1/2" MIN, EMBEDMENT VERTICAL SECTION SILL - 2X WOOD BUCK 4712 FIN 3/4" MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR I 8 WOOD SCREW INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE INTERIOR r ' Pay GEMWINDOWS 433 N, MAW ST„ PO BOX 559, ROOKY MOUNT, VA 24151 PR 540484.6348 M 540- 84- 683 F Nw Z iUQ H n M SEE GLAZING n 02 1 1/2" MIN. DETAIL 1 EMBEDMENT SHEATHING— CC m BY OTHERS N z p n Z < EXTERIOR d m EXTERIOR FINISH BY OTHERS" PERIMETER CAULK p BY OTHERS O.A. WINDOW WIDTH tD HORIZONTAL SECTION z JAMB-2X WOOD FRAME 4712 FIN N Z H H UJ a n i i VERTICAL SECTION MEETING RAIL ON O y U m LioZ YZ 4;... Q O U N Z n DWG #: PC W030 SHEET: 4 OF 5 CAULK BETWEEN CONCRETE/ MASONRY & 2X - WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS - 2X WOOD BUCK - BY OTHERS D.A. WINDOW HEIGHT t 1 O.A. WINDOW HEIGHT EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 1 1/2" MIN. EMBEDMENT 98 WOOD SCREW INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE 1 I 3/4' MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS 10D COMMON NAIL OR 11 GAUGE ROOFING NAIL INSTALLATION ANCHOR 1 1/2" MIN. EMBEDMENT SHEATHING — BY OTHERS SEE GLAZING 3/4" O.A. INSULATED DETAILS EXTERIOR FINISH GLASS 1/4" MAX, SHIM SPACE INTERIOR SEE GLAZING DETAIL EXTERIOR BY OTHERS EXTERIOR INTERIOR PERIMETER CAULK DOW 1199 1 BY OTHERS O A SILICONE rj-- VERTICAL SECTION HEAD - 2X WOOD BUCK 4812 FIN 1/2" MIN. GLASS BITE GLAZING DETAIL 1 NOTE: SEE GLAZING GLASS THICKNESS AND TYPE SHALL COMPLY DETAIL 1 WITH A5TM E 1300 GLASS CHART 1 REQUIREMENTS EXTERIOR / INTERIOR PERIMETER CAULK BY OTHERS EXTERIOR FINI5H BY OTHERS 2X WOOD BUCK BY OTHER CAULK BETWEEN 11/2" MIN. CONCRETE/ MA50NRYA2X EMBEDMENT WOOD BUCK BY OTHERS CONCRETE/MASONRY VERTICAL SECTIONBYOTHERS _-- Sllt - 2X WOOD BUCK 4812 FIN 1/4" MAX, SHIM SPACE 3/4" MIN. EDGE DISTANCE 8 WOOD SCREW INSTALLATION ANCHOR WINDOW WIDTH 0 Pay GEMWINDOWS 433 N. MAIN ST„ PC BOX 559, ROCKY MOVNT, VA 24151 PH: 540-484-8348 FX: 540-464-6683 L HORIZONTAL SECTION V) ZJAMB- 2X WOOD FRAME 4812 FIN C 3/4' MIN. t" zp EDGE DISTANCE CAULK BETWEEN INTERIOR 1/4" MAX. CONCRETE/ MASONRY & 2X SHIM SPACE WOOD BUCK BY OTHERS u CONCRETE/ MASONRY w w BY OTHERS ix 111 2X WOOD BUCK BY OTHERS OOD SCREW INSTALLATION ANCHOR SEE GLAZING DETAILI EXTERIOR 1 1/2" MIN. EMBEDMENT EXTERIOR FINISH BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW WIDTH HORIZONTAL SECTION JAMB - 2X WOOD BUCK 4812 FIN C3 D W6 #: PC W030 SHEET: 5 OF 5 INSTALLATION NOTES: 1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH ANCHOR LOCATION SHOWN, 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 31J2 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (LE., WITHOUT CONSIDERATION OF TOLERANCES), TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT, 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S), MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FOR INSTALLATION INTO WOOD FRAMING, USE 010 WOOD SCREWS Of SUFFICIENT LENGTH TO ACHIEVE 1112INCH MINIMUM EMBEDMENT. 6. FOR INSTALLATION THROUGH SX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3116 INCH JTW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 11/4 INCH MINIMUM EMBEDMENT. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING- 9. FOR GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL Of BLOCK 10, 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 BY THE ANCHOR MANUFACTURER, 11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55. 8. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI. GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE, EXCLUDING HVHZ, AAMAJNW WDA 101115.2-97 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY AND 2X FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT Of RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHTTECT Of RECORD FOR THE PROJECT OF INSTALLATION, 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. 5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. DOOR FRAME MATERIAL: ALUMINUM 6063-T6. 7. GLASS THICKNESS & TYPE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET 8 FOR GLAZING DETAIL. 8, DESIGNATIONS 'X' AND "0' STAND FOR THE FOLLOWING.. X: OPERABLE PANEL 0: FIXED PANEL 9. APPROVED CONFIGURATIONS: 2T- XO, OX, XX, OXO, XXO, OXX, XOK, OXXX, XXXO, OXXO, XXXX 3T- XXX, XXO, OXX, OXXX, XXXO, XXXXXX, OXXXXO PLY GEM WINDOWS BUILDER SERIES 4780 PATIO DOOR TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION i A INSTALLATION &GENERAL NOTES 2 - ELEVATIONS 3 - ELEVATIONS 4 - ANCHOR LAYOUTS 5 - ANCHOR LAYOUTS 6 - VERTICAL SECTIONS 7 - VERTICAL SECTIONS 8 - HORIZONTAL SECTIONS & GLAZING, DETAIL 9 - HORIZONTAL SECTIONS 10 - HORIZONTAL SECTIONS DESIGN PRESSURE RATING MAX. PANEL 537E DESI6N PRESSURE MISSILE IMPACT RATING 48,50' X 95.00' -1- 30.0 PSF NON -IMPACT PLYGEM WINDOWS 433 N. MAIM ST., PO BOX 559. ROCKY MLY.RVT, VA 24151 PN. 544-4844348 PX: W184-6663 Vj O m iS iL Q v z z g z d m 3 w Lu V) z z0m m m zam. J H Z 4 N mw 1rm z LU IxW 0 d4 4on U.: 4' T Fes.,'-'' mg mz uI z '= v2 Digitally signed by Hermes F Norero, P.E. [)W&#; Reason: I am approving this document P& W064 Date: 2015.01.02 13:01:07-05'00' HEET; 1 OF 10 96.312" MAX. DOOR WIDTH 147,000" MAX. DOOR WIDTH 48.50' MAX. PANEL WIDTH 48.50' MAX. PANEL WIDTH 45.25" MAX. D.L.O, WIDTH 9 C 45.25' MAX. D.L.O. WIDTH PLY GEMWINDOWS ROCKY MOUNT, VA 24151 ro 95,00` 95 DT 10 Z. MAX. P MAX. .0 PANEL 10 PANEL P M - 0 'T ' I HEIGHT HEIGHT 9 Ln z 96.00' MAX. rH"\ ( I $L— 1 $— 1 0 z ll 96.00'MAX rH u :[ 9 H 9 —787 ocDOOR91DOOR91.25' Lu U, HEIGHT 1 IV V) Z'mMAX. HEIGHT MAX- icy K Z51 fuD.L.O. LU HEIGHT HEIGHT a az D D LUa ELEVATION <6 ELEVATION EXTERIOR VIEW - 2 TRACK EXTERIOR VIEW - 2 TRACK 142,56' MAX. DOOR WIDTH z0 48.50" MAX, PANEL WIDTH U') 45.25' MAX. D.L.O. WIDTH E P > 7 7LU LUV) 7 01 0 0x ... ..... lZ O 2 PANEL HEIGHT A.- 96.00" MAX rj-,\ L DOOR 91.25' 9 HEIGHT MAX. NOTE: HEIGHT Ile SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT; 94.50' z :E TZ3V) 'j Z MAX, SCREEN PANEL WIDTH: 49.00" 0 l'o DW& #: ELEVATION nP&W064 EXTERIOR VIEW - 3 TRACK SHEET' 2 OFF 48,50" MAX, PANEL WIDTH 4525" MAX. D.L.O. WIDTH 95,00, MAX, PANEL HEIGHT DOOR 9125" HEIGHT MAX, NOTE; D ' L.O, HEIGHT SCREEN PANELS NOT SHOWN FOR CLARITY. MAX, SCREEN PANEL HEIGHT: 94.50" MAX, SCREEN PANEL WIDTH: 49.00" 48,50' MAX, PANEL WIDTH 45,25" MAX. DL,O. WIDTH 0/ 1 11 rl, 95.00" MAX, PANEL HEIGHT 96,00- MAX. DOOR 91 ' 25- HEIGHT MAX. D.L.O. HEIGHT 192.00 MAX. DOOR WIDTH E F 7 7 A 11, P LYV GEM8C 6 6 OL WINDOW 433 N. MAIN ST., PC BOX 559. 4000 MOUNT, YA 24151 F. 540,484-6348 FX: 540 84-6683 0 10 13 N lob 10 C) Z 'c" 4 gMU1 9 m 9 rE I 1 1 oc s66 Lu > z ti Lu uj - 2. 10 a , c z tyj n Lu ELEVATION 6 co EXTERIOR VIEW - 2 AND 3 TRACK z 285.750' MAX, DOOR WIDTH 0 z aQ Lu tAuj I I fo 711111 r// —11 Y/, v I v I v a). 7 c; z 41-1E z or 0 z11 ' T- ELEVATION 4 I)W& #: 7 PGW064 EXTERIOR VIEW -3 TRACK SHEET: 3 OF10 6.00' MAX. FROM CORNERS, TYP — 7 20,75' MAX. O.C. TYP 6,00' MAX, FROM coll p T-1 20.75' MA; INSTALLATION ANCHOR, TYP 6.00" MAX. FROM CORNERS, TYP -- k------ -20.75" MAX. O.C. TYP ANCHOR LAYOUT 2TRACX 6.00" MAX. FROM CORNERS, TYP — 19,25' MAX, G.C. TYP 6.00' MAX. FROM CORNERS, TYP 20.75' MAX, O.C. TYP INSTALLATION ANCHOR, TYP ro 6.00"MAX. FROM CORNERS, TYP 20.75" MAX. O.C. TYP ANCHOR LAYOUT 2TRACK 6,00" MAX. FROM CORNERS, TYP — 718. 63'MAX. O.C.TYP 6.00" MAX. FROM FCORNERS, TYP INSTALLATIO1, 20.75' MAX. O.C. TYP ANCHOR, TYP 6"MAX. FROM CORNERS, TYP - 2035"MAX. O.C.TYP ANCHOR LAYOUT 3 TRACK r' PLYGEM VVINDOWS 433 N. MAIN ST, PO &OX 559, ROCrY MOUNT, VA 24151 PK 540-484-6348 FX 540-464-6693 z co Lu 5Z V) x z qm Z ol a 'f A. U: Z z Z DW6 #: PGW064 SHEET: it OF10 6.00" MAX. FROM CORNERS, TYP — [ 718. 13'MAX. O.C.TYP 6.00" MAX. FROM CORNERS, TYP INSTALLATION oll 20.75' MAX. O.C. TYP ANCHOR, TYP 0/1 0/1 001 6.OW MAX. FROM CORNERS, TYP 20.75- MAX. O.C. TYP ANCHOR LAYOUT 6.00" MAX. FROM CORNERS, TYP —1 17.19'MAX. O.C. TYP 6.00- MAX. FROM I CORNERS, TYP I FT INSTALLATION 2 AND 3 TRACK ro 011 011 20,75' MAX. O.C. TYP ANCHOR, TYP Lo 6,WMAX. FROM CORNERS, TYP —1 —-20.75'MAX.O.C.TYP ANCHOR LAYOUT 3 TRACK 052 PLy GEM WINDOWS433 N. MAIN ST, PO AOX 559, ROCKY MOUNT, VA 24151 1 PK 540,484,6143 FX. 540-4846683 A3 tbV) 0 Z. amp a V) LU o n Z lu ixc z ca L Oc0. m I'D Z T 3: Q Z c' n V) — DWG #; P& W064 SHEET: 5 OF10 13/4" MIN, SEPARATION 3/4" MIN. EDGE DISTANCE 2 1/2" MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/MASONRY BY OTHERS CONCRETE/MASONRY & IX Wool) DUCK BY OTHERS ix Wool) RUCK BY OTHERS 11/4' MIN. EXTERIOR FINISH BY OTHERS EMBEDMENT 33 O.A, UNIT HE16HT 1/4" MAX. SHIM PERIMETER CAULK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR INTERIOR VERTICAL SECTION CONCRETEIMASONRY - HEAD 2 TRACK 3/4" MIN, EDGE DISTANCE 2X WOOD FRAME BY OTHERS SHEATHING--\ BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 13/4" MIN. SEPARATION 11/2" MIN. A FEMSEDMENT 1/4' MAX. SHIM O.A. #10 WOOD SCREW UNIT INSTALLATION ANCHOR HEIGHT EXTERIOR INTERIOR EXTERIOR INTERIOR VERTICAL SECTION 2X WOOD FRAME- HEAD 2TRACK PERIMETER CAULK _\ @ @BYOTHERS SET SILL IN RED OF CAULK OR WETCEMEN3 11/4" MIN. EMBEDMENT 3116'ITW TAPCON IINSTALLATIONANCHOR CONCRETE/ MASONRY2112" MIN. 13/4" MIN, BY OTHERSEDGEDISTANCESEPARATION VERTICAL SECTION CONCRETE/ MASONRY -SILL 2TRACK oob, PLy GEMWINDOWS 433 N. MAIN ST_ PO AOX 559, ROCXY MOUNT, VA 2415: PK 540h484- 145 FX 5404841683 V) kj 0 0 Z 0 Z m z0 V) Lu a Lli Z z o is, - ': 7) n a uj t LL Z DW& #: PGW064 SHEET: 6 OF10- 13/4" MIN, SEPARATION 3/4" MIN. EDGE DISTANCE 2 1/2" MIN, EDGE DISTANCE CAULK BETWEEN CONCRETE/ MASONRY- CONCRETE/ MASONRY & IX BY OTHERS WOOD SUCK BY OTHERS ix WOOD BUCK BY OTHERS MIN, EXTERIOR FINISH EMBEDMENT BY OTHERS J1 1/4" MAX, SHIM PERIMETER CAULK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR INTERIOR VERTICAL SECTION O.A. CONCRETE/MASONRY -HEAD UNIT 3 TRACK HEIGHT EXTERIOR PERIMETER CAULK BY OTHERS INTERIOR SET SILL IN BED OF CAULK 11/4"MIN. OR WET CEMENT EMBEDMENTt 3/16"ITW TAPCON INSTALLATION ANCHOR 2 112 MIN, 13 4- CONCRETE/ MASONRY EDGE DISTANCE SEPARATION BY OTHERS VERTICAL SECTION CONCRETE/ MASONRY - SILL 3 TRACK PLY GEMWINDOWS 433 N. MAIN ST., PO BOX 559 AOCKY MOUNT, VA 24151 rt 54A-4"348 FX: d 64-6683 V) 0 0z 3/4" MIN. EDGE DISTANCE 13/4" MIN. SEPARATION t2 om UJ 2X WOOD FRAME foul BY OTHERS Zc m 11/2' MIN, ctul aZSHEATHINGEMBEDMENTAO z By OTHERS—\ Z> EXTERIOR FINISH BY OTHERS uj PERIMETER CAULK 1/4" MAX. SHIM BY OTHERS C) 10 WOOD SCREW hl z0 INSTALLATION ANCHOR tt EXTERIOR INTERIOR OA, ui VERTICAL SECTION uj HEIGHT E 2X WOOD FRAME - HEAD 3 TRACK b Zo V) T- j, Z C, 'o U) 6 k -]`z DWG #: P&W064 SHEET: 7 0F10- CAULK BETWEEN IX WOOD SUCK & CONCRETE/ MASONRY BY OTHERS 3/4" MIN, EDGE DISTANCE 13/4' MIN. SEPARATION 4 21/2"MIN. EDGE DISTANCE IX WOOD SUCK BY OTHERS EXTERIOR FINISH--/ BY OTHERS 11/4' MIN. EMBEDMENT 1/4' MAX. SHIM INTERIOR 3/16" ITW TAPCON i INSTALLATION ANCHOR SEE GLAZING DETAIL A EXTERIOR PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION CONCRETE/ MASONRY -JAMB 2 TRACK 11/2" MIN. EMBEDMENT INTERIOR 1/4' MAX. SHIM SEE GLAZING DETAIL A 2X WOOD FRAME BY OTHERS 10 WOOD SCREW Arl rli PLya o 433 K MALN ST, PO SOX 559, ROCKY MOUNT, VA 24151 M. 540A84-6348 FY 549 A84-6683 INSTALLATION ANCHOR z 13/4" MIN. o o U) SEPARATION 3/4" MIN. EDGE n o p m cZ.w DISTANCE 63 o z A EXTERIOR CL SHEATHING BY OTHERS 7PERIMETERCAULK BY OTHERS EXTERIOR FINISH I I IBYOTHERS O.A. UNIT WIDTH U-) 7 HORIZONTAL SECTION 2X WOOD FRAME - JAMBJu V) z0 2 TRACK Ixj uj Lu INTERIOR 5/8" O.A. INSULATED GLASS CONSISTING OF: 5/32' TEMPERED GLA55 AIR SPACE, 5/32' TEMPERED GLASS, 0.75' CLASS SITE EXTERIOR 6 z T GLAZING DETAIL A NOTE: u Z GLASS THICKNESS AND TYPE DWG #; SHALL COMPLY WITH ASTM E 1300 GLASS CHART REQUIREMENTS. P&W064- I SHEET; 8 OF10 11/4' MIN. EMBEDMENT CAULK BETWEEN IX WOOD - SUCK A CONCRETE/ MASONRY BY OTHERS 1 3/4" MIN, EDGE DISTANCE 13/4'MIN. SEPARATION TYP. 21/2j MIN EDGE DISTANCE 1/4" MAX, SHIM INTERIOR 3/16" !TW TAPCON INSTALLATION ANCHOR ix WOOD SUCK EXTERIOR BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION MASONRY -JAMB9CONCRETE/MASONRY-JAMB INTERIOR EXTERIOR r[- HORIZONTAL SECTION lv INTERLOCK 1/4' MAX, SHIM INTERIOR 10 WOOD SCREW INSTALLATION ANCHOR 1 112' MIN. EMBEDMENT 2X WOOD FRAME BY OTHERS 13/4'MIN, SEPARATION TYP. 3/4" MI , EDGE DISTANCE EXTERIOR SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS I =Ok FINISH BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 2X WOOD FRAME -JAMBlv 3TRACK INTERIOR EXTERIOR HORIZONTAL SECTION BUTT STILE AWA 0OF PLY RLt 433 N. WIN ST, O ;OX 5W, ROM MOUNT, VA 24151 PYt 540-484-6348 FX: 5404844683 kbV7 0 z z V) Lu a auj z 5: Lu Z 43 U, z Z C3 Z DWG #: PGW064 SHEET; 9 OF10 INTERIOR INTERIOR A roil -PLYvao 433 N. MAIN ST, PO SOX 559, ROM MOVNT, VA 24151 FX; 540A84-668384-6348 w 10 VD 0 z V, a Qn 't u wb - O co z EXTERIOR cc aEXTERIOR 0 HORIZONTAL SECTION HORIZONTAL SECTION BUTT STILE W/ SCREEN ADAPTER SCREEN BUTT STILE V) z 0 1-4 z0 U') INTERIOR > cc Lu Q LU O 0 EXTERIOR HORIZONTAL SECTION INTERLOCK W/ SCREEN INTERLOCK z u c F- Z 00 1 1 1 1 — 776 #; PGW064 SHEET: 10 OF10 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER PATH A MINIMUM OF (6) j18xl- SCREWS INSTALLED IN 13 GA HORIZ ANGLE - TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING, GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA FLAG ANGLE - OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS. 16 GA MIN HORIZ- TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/18x1-5/8"- OW MINIMUM SSG GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 118' BEAD OF BOSITK 1100 DIN EQUIVALENT UNDER THE MIN 3 AS OU FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) #Bx1" SCREWS INSTALLED IN TOP GIN INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS)) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON ' 45 DRAWING. TRACK GLAZING SHALT. HAVE A MAXIMUM HEIGHT OF 13,75' AND A MAXIMUM LENGTH OF 39", GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/16x1-5/8' LAG - DEBRIS REGIONS, GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL F49 OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF DRILLING GAIMPTITE SCREW TO 1/4-20x9/16" TRACK - ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STIR AT THE CENTERLINE OFTH£ DOOR PER DETAIL F ON NUT AT EACH JS JAMB SHEET 2 BRACKET LOCATION 3, IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-Aft PGLYCARSONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-80RNE DEBRIS REGIONS. SEE DETAIL £ ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REWIRES REINFORCEMENT BRACKETS ATTACHED TO U-8AR ON UPPER INTEGRAL RIB (SEE DETAIL G 75 GA STIFFENED' SHEET 2), 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB BRACKETS SEE SCH£DULE JAMB BRACACETS FOR OFSECONANDOPERATORSTILETOBEFACTORYINSTALLED. INANITY LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL Rib AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2, HEY LOCK OR SLIDE LOC1h 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' Q.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5, KEY LOCK, RUDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE' SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN, SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS, ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER PATH A MINIMUM OF (6) #Bxi' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEEMS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN £. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 76007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENO"E'R'S SEAL PROYIOED ONLY FOR VERFICATION OF WANDLOAD CONSMGTM DETAILS, SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED DOORFORMATFASTENERTYPEATEND CAPS AND BOTTOM RETAINER. 18 GA OPERATOR STILE F ADHERED TO CENTER OF NOTE' (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0'. ( 3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. STRUT TION METHODOREDPAINT TO ADDED SUPERIMPOSED UGN PRESSURE LOADS SUPPORTING UCTURE AND IHINGES REQUIRED FOR jNARROW£R DOOR W40TH5. IMRG 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/ 6/07 I P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION, ADDED LHR TRACK DETAIL SHEET 2, CRT 4/ 17/08 i P8 ADDED IMPACT i RESISTANT GLAZING. ADDED .TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE, INCREASED MAX HEIGHT TO 8'- 9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/ 22/08 rP9 UPDATED TITLE BLOCK a CRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/ 15/11 JAMB BRACKET SCHEDULE DOOR HEIGHT No. OF SECTIONS N BRACKETS EACH JAMB) TRACK TYPOF LOCATION N JAM BRACKETSBRACKETS MEASURED FROM BOTTOM TRACK (ALL DIMENSIONS t 2') 7'-0" 4 6 al 13 (01 , 25-1/2 JB), 34 JB , 45-1 4 Q1 , 63 (JB 7'-Cr 4 6 FAT a), IT (J9), 21-3/4" (JB), 29-3/4' (JB), 42' (JB), 63-1 4 (JB) e'-0" S B CA JB, 13' Qi , 23' (JB), 34' (JB), 47-1 4' (0)), 58" (JB), 67" (CA), 75" JB W-0" 5 8 FAT JB , 10' (JB), 21-3 4' (JB), 29-3 4' JB), 48' (JB), 57-1 4' (JB), 66' JO), 75-1 2" JB 8'-0 IGH LIFT/ROOF PITCH SEE NOTE BELOW NOTE. J8) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20X9/16' TRACK BOLT AND NUT. Ig) FOLLOWING DIMENSION DENOTES WICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 00 ATTACHTOTRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) MOTH 16'- 0" ALL 207.2/-230,4 14'-0" Ali T87.3/-24T.6 12'-0" ALL 155,4/-172,8 30'-D' ALL 129,5 -144.0 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. ISIZE: A DESiGN (PSF): + 25,90/-28.80 MAX WIDTH: 16'-0" DATE NAME w TEST ( PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" ORA vN 1 3/8/06 GRT omon IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRB MODELS 5120/ 6100/9100 SHEET 1 OF. 2 DIVISION OF OVERHEAD DOOR COILF DRAWING PART NO. REV. 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 WINDLOAD SPECIFICATION OPT10N CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE PRE —PUNCHED HOLES HOLES EACH END FACING UPWARD 1N BOTTOM OF U—BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END PATH (2) 1//4-14x7/8 / CRIMPTITE SCREWS SELF DRILLING CRIMPiITE SCREWS J FOR STANDARD TRACK AND (3) a 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACTS (2 OF WHICH .°, ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-OAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE HEWING HOLE 1N SLIDE TO ENSURE FAKING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8" SELF DRILLING CRIMPTiT£ SCREWS 15 GA HINGE ATTACHED / EXr U—BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON 'THE BOTTOM FLANGE OF THE U—BAR NOTE- DUE TO CLEARANCES REQUIRED TO 2' NYLON STCRMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH - U—BARS, ALL U—BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SUDES AND TOP FIXTURE ON THE U—BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLAN U—BAR OVER WITH (Sj 1/4-20x5/8' INTEGRAL R18 AND ATTACH SCREWS (2 OF WITH {2) 1/4-20x5/8" WHICHWHICH ARE FACTORY CRAMPi7TE SCREWS THAU ED, ATTACHED, 3 OF WHICH PRE —PUNCHED HOLES AT ACT INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (I THRU FLANGETOPLEAFAND1 WHICH IS FIELD INSTALLED HOFU—BAR AND BOTTOM THRU PRE —PUNCHED HCLE HINGE LEAF AND 1 THRU IN U—BAR) WEB OF U—BAR AND INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH j o p&3 4 MIN STAINLESS SCR WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' O.C. MAX CRIMPIITE SCREWS PLACE U—BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM I4 BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) i/4-74x7/8" SELF DRILLING CRIMP TE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (7) 1/4-14x7/8' SELF BOTTOM BRACKET MUST B£ DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM `— -- BfliTC4A OF THE BOTTOM U—BAR AT U—BAR VITH EACH PRE —PUNCHED HOLE AT EVERY 2) 1/4-14x7/8' SELF DETAIL Q HINGE LOCATION. USE (1) 1/4-20x6/$" DRRiLUNG CRIMPTIT£ SCREWS, CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HS'IL£ LOCATIONS. DETAIL THIS SHEET. 1/8' BEAD GEULTRAGLAZE SSG4000AC ISTRUCTURAL SEALANT OR I FACER STEEL USED ONLY ON IMPACT • -" GLAZED SECTION — 11 GA REINFORCEMENT , BRACKET ATTACHED , WITH (4) 1/4-14x7/8 y SELF DRILLING 1 ' CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U—BAR) ' DETAIL G 1) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J—STRUT & OPERATOR BRACKET. NOTE: J—STRUT do SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS, SEE NOTE 2 SHEET 7 JOHN E. SCAIES, PE NON—STRUCTURAL 3121 FAlRGATE DR, DECORATIVE INNER CARRCLLTON, TX 75007 WINDOW TI M . FL PE 51737 iX PE 56309/F2203 PROFE54IDNAL ENGINEER'S SEAL PROVIDED ONLY FOR DETAIL EE VERFICA71ON OF WMNOLOAD CONSTRUCTION DETAILS, ATTACH BOTTOM BRACKET TO BOTTOM U—BAR WITH (2) ,o 1/4-14x7/8' SELF DRILLING RECRAAP*DTE SCREWS —'Al IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3", 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION BOORS WITH (5) 3', 18 GA, 80 KS U-SARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL IF U—BAR ATTACHMENT NOTES 7. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES 1WTiH (2) 1/4-744/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8" SELF DRILLING CRIMP71TE SCREWS AT EACH END CAP (EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE DETAIL 8 AND D THIS SHEET), (2) 3 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY D END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0-, THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A TOTAL OF (16 SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON 0TTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON—STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN 1 /4' POLYCARBCNATE THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE—PUNCHEO HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPEC19CA71ON DRAWING, ALL PRE —PUNCHED HOLES IN ALL U—BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. 3. 18 GA U—BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Sc a DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-C" TEST (PS ): +38.85/-43.20 MAX HEIGHT: 8'-9" OP DAltw on IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 27" CH MODELS 5120f6100/9100 OV7SICN OF OVERHEAD DOOR CORP PENSACOLA 1ORIDA I32514WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL ORMAT AND CHANGED BAR FASTENER TYPE AT END CAPS AND 3OTTOM RETAINER. CHANGED CENTER HINGE AUCE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER, GP 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF 4ARROWaER DOOR W9CTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100, MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT, GIRT 5/6/07 P7 MODIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 PS ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/22/08 P9 UPDATED TITLE BLOCK GIRT 8/26/10 PVC ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 N. T.S. SIZE: A DATE NAME 3/ 8/O6 CRT D1 4/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. I REV. 318960 1 P10 SPLICE PLATE LOCATION SEE SCHEDULE 14" MAX IV i 12" MAX 12" MAX 12- MAX MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES. RE 3121 FXRGA7E DR, CARROLLTON, TX 75007 FL PE 51737 TX PE 553"/F2203 PROI`E5SK)NAL ENGNEER'S SEAL PROVIDED ONLY FOR VERMAMN OF WNDILOAD CONSTRUCMCN DETAILS. E CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 CA MIN CLIP SEE SCHEDULE 13 CA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS- 11 CA MIN CLIP SEE SCHEDULE- 13 CA MIN CONTINUOUS WALL ANGLE IN RACK 3) 1/4--20 TRACK R CARRIAGE BOLT OTH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 CA MIN CLIP SEE SCHEDULE 1) 1/4--20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 460 PSF/-520 PSF 16'-0" +46.0 PSF/-52.0 PSF Wagner 18'-0" +46.0 PSF/-52.0 PSF MtonIR 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514TRACKSUPPLEMENTCHART (850) 474-9890 REASIONS P2 2 INCH TRACK -CUPS -TEXAS WALL ANGLE 12 FOOT UPDATED Bpi 6/11/03 D3 UPDATED FORMAT. NCREASED ALLOWABLE PRESSURES TO 46,DO/-52,00 PSF FOR ALL DOOR W10THS. CHANGED *TEXAS WALL ANGLE' TO "CONTINUOUS WALL ANGLE. ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TTEN HD ANCHORS GRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CUP SCHEDULES. OLP 9/06/07 IT 10/05/07 UPDATED CHARTS TO IMINATE THE: USE DF IE #8 CLIP (REPLACED TH #9 ACROSS THE ARD), P 10/24/07 1 UPDATED STEEL UNTNG DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/8" DOOR THICKNESS TART UP TO 14' HIGH, IT 12/11/08 0 UPDATED TITLE OCK IT 6/2/10 I DATE E NAME DRAWN 1 8121107 DIRT CHECKED 8/21/07 MR6 SHEET I OF 2 DRAWING PART NO. I REV. 307494 1 PIC 2 3/4" t1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN. $ 2-24 1/8 V 2-24 SPF (G=O.42j OR _ TRACK CLIP- L___ BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT l MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL 4 a d 4 1 d 4 n < n CONCRETE MOUNTING DETAIL JOHN f SCATES, PE 3121 FNROATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 55390/P22D3 PROFESSIONAL ENGINEERS SEAL PROMED ONLY FOR VERIFICATION OF WANOLOAD CONSTRUCT" DETAILS, WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINt 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGHATE CLIP #'S FROM BOTTOM TO TOP PLLICE 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0- 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10' - O" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-Q" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2' THICK HEIGHT CLIP #'S FROM BOTTOM TO TOP CE PLATE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO 70P CESPLPLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-O" 4, 4, 4, 4, 5, 6, 6, 7 8 10' - 0 " 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'- 0 " 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13' - 0 " 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-O" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1" THICK D OR CLIP #'S FROM BOTTOM TO TOP PLATE LIC # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED 8PJ 8/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PIIESSLJREE TO i 46.00/-52.00 PSF FOR ALL DOOR WIDTHS, 1 CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE", ADDED SUBSTRATE MCUNTING flETAiL, CHANGED TO nTEN HD ANCHORS j GIRT 4/2/07 j P4 CHANGED FORMAT, ADDED MODELS 9800 ? AND 8024 WITH OVERLAY TO 'RACK CLIP SCHEDULE.. 1 GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE h CUP SCHEDULES. OLP 9/05/07 PS UPDATE MOUNTING j DETAIL DRAWINGS. GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE 0 THE #3 CUP (REPLACED W TH #9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL I MRB 04/11/03 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH, j GIRT 12/11/03 I P10 ADDED MODEL 8700. UPDATED TITLE BLOCK OPT 6/2/10 , Wa e' DATE R7 Dalton DRAWN B/23/U7 GRT cHecKFo 8/21/DJ I MRH ii"' 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART " { 50) 4 FLORIDA 932574 SHEET 2 OF 2 DRAWING PART NO. REV. 307494 IP10 A Division of Overhead Door Corporation This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-1 61 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0,42 LOAD PER NOTES JAMB (LB/ED 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 Soo 9 1 7 6 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3, LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO, 2 GRADE SPF (SPECIFIC GRAVITY >= 0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE, IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6, DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by Jahn E. 5cates, P.E. Date: 2015.02.20 09:56:33-06'00' pprovea John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0,46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)"" 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 129 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a Va xo01I I I Ill///" s e STATE OF 1 i., A't,pR1VrP" `N sONA ` \x tllll 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT'A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB, 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT, 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3, 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E, Approved Date: 2015.02.20 09:56:58-06'00' John E, Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 ti 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 sir rr rr Wo.51737 STATE OF fs1ON AL V\N 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF)TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, R.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTE4 2500 PSI CONCRETE NOTe1 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLEDCMUNOT-z 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 WA 11I 1f/// a. 1 No. 51737 p STATE OF000 Q.c'•.P- LOR10 p III 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-314" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB, SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6, DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION, 7, DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Seates, P.E. Aooroved Date: 2015.02.20 09:58:01-06'00' Jahn E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB IN LOAD PER JAMB LB! 11TE4 2500 PSI CONCRETENOT61 4000 PSI CONCRETE "oT1' 2000 PSI GROUT FILLED CMU"orea 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 o0111 I1// 1 No. W737 Sun OF Z w„ i a'•,'tpR p j//j;, sIQNA,`` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM 0476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH 16ft LOAD PER JAMB = 30psf x 16fU2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT, 6. DOOR JAMB TO BE 2x6 OR LARGER NO, 2 GRADE SPF (SPECIFIC GRAVITY>-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION, 7, DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. SCates, P.E. Approved Date: 2015,02,20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr, Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 Wagner 091ton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 Digitally signed by John E. Scates, P.E, Date: 2015.02.20 09:58:53 -06'00' 4OHN E. SCATES ' PE 3121 FAIRGATE OR, CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSJONAL ENGINEER'S SEAL PROADED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS 6" MAX. FASTENERS PER SCHEDULES I THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING W000 SUBSTRATE OR MINIMUM 2x6 F-)ATTACHEMEN7 TO AND GROUT FILLED CMU, Typ. S' MAX. MINIMUM 2xS #3 1 HEADER LOCK SOUTHERN PINE RACKET UMBER. L4r," 2 3/4" 2) 3/8' SIMPSON TITIEN NO SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4- AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL I MINIMUM 2sD0 PSI CONCRF`£ NOIE- MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS, SEE DETAILS 1, 2, AND 3 REWIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT ODOR WIDTH MINIMUM 2x6 #3 ( 1HE , ADER LOCK SOUTHERN PINE BRACKET LUMBER. S' 4` 4 8 4" - 1 4) 3/8" SiMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4"2-;4- AWD A MINIMUM EDGE DISTANCE OF 4'. DEI& L-Z MINIMUM 2 On Pql rR0JT W) NOTE MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. REVISIONS MINIMUM 2xS 13 rp HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4, 4) 3/8- DIA. LAG SCREWS WI-; H 1-1/4' O.D. WASHERS, LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32- iNTD THE MAIN SUPPORT MEMBER, SI"> T STRUCTURE MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS, SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT NAME DRAWING PART NO. I REV. 324620 IP16 Wagme Dfton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8' SIMPSON 111'EN HD, 2-3/4" MIN EMBED. MIN 8' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET- 1 /4-20x9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATESI PE 3121 FAIRCATE DR. CARR( ITC1 TX 75007 FL PE 51737 TX PE 56308/F2203 PROFFSSFONAL ENGINEER'S SEAL PROIAOM ONLY FOR YERF)CATION LT 'MNDLOAD CONSTRUCTION DETAILS. 2 3/4' EDGE I MIN 2 x 4 SPF (0-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE —I 5/18" LAC SCREW WITH 1-9/32' EMBED IN CENTER STUD (i 1/4') FOR EACH JAMB BRACKET LOCATION — JAMB BRACKET 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NU DIRECT WQOD MOUNTING DETAIL JdAX 420 tQS P R LAG FASTENER SHEET 2 OF 2 REVISIONS I I DATE i NAME j DRAWING PART NO. REV. JAMB C4NNECTIOi3 SUPPLEMENTDRAWING Pi6 Pger-,P,S1- E4 eeringSaIUf10nS Today's Ideas — Tomorrow's Results July 2, 2015 LOTT'S CONCRETE PRODUCTS - PRECAST LINTEL INSTALLATION INSTRUCTIONS Preparation 1. Remove any laitance, loose aggregate, and anything that could prevent mortar from bonding with the precast lintel. 2. Remove any loose material from the grout spaces that is deleterious to masonry grout. Erection 1. Erect precast lintels with a nominal 4in bearing for filled lintels and a nominal 6.5in bearing for unfilled lintels. 2. It is recommended that shoring be supplied at mid span for all lintels greater than 14ft in length. All shoring is the responsibility of the general contractor. 3. Construct all concrete masonry above the precast lintel in accordance with ACI 530. Reinforcement Placement 1. Place reinforcement in the bottom of the "U" of the precast lintel as indicated on the construction documents. 2. Place reinforcement within the top of the precast lintel (if no concrete masonry above the lintel) as indicated on the construction documents. Provide minimum concrete coverage in accordance with ACI 315 and secure reinforcement to prevent movement during the grouting process. 3. Place all reinforcement within concrete masonry in accordance with ACI 530 and the construction documents. Grout Placement 1. Place concrete masonry grout in accordance with ACI 530. Florida Engineering Solutions, Inc. — CA No. 26300 — (Mail): PO Box 1238 (Physical): 12620 Curley St. — Ste 105 San Antonio, FL 33576 — Ph: 352 / 588 — 5311 Fx: 352 / 588 — 5411 Web: www.florida-engineer.com rTRINITYIERD EVALUATION REPORT ntermnap,|mc. 32923Mission Way Mission, 8[V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, WC. Certificate of Authorization #9503 sssc* n|snAwSTREET, UNIT wz5 OXFORD, CT 06478 PHONE: (zu3) zsz'ya4s FAX: (zo3) 2sz'9z4a Evaluation Report 140510.02.22'112 FL15216'R2 Date ofIssuance: O3/17/2O12 Revision2:O4/27/ 2O15 This Evaluation Report is issued under Rule 6IG20-3 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 [ode and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5m Edition (2014) Florida Building Code sections noted herein. DsScmprmm: RhnoRoofUndedayments Lxacums: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes orthe referenced Quality Assurance documentation changes. Trinity |ERDrequires a complete review ofthis Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded bythe words "Trinity IERD Eva|uated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. mspccrmm:UponrequestamopyofthisentireEva|uadonReportsha||6eprovidedtotheuserby1hemanufacture/ur its distributors and shall beavailable for inspection atthe job site atthe request ofthe Building Official. This Evaluation Report consists ofpages 1through 3. prepared by: Robert J.M. Nielminen, P.E. Florida Registration No. 59z66, Florida n[uAwE1:B n~fit" Imile seat appearing was authorized by Robertwernmen, conmuv2015. This does not serve as=aectronimil'signed oc~en^ Signed, sealed hamoopleshave been transmitted mthe Product Approval Administrator and to the named client CERTIFICATION OFINDEPENDENCE: z. Trinity |Eno does not have, nor does uintend m acquire or will it acquire, aMnamga| interest in any company manufacturing or distributing products it evaluates. a. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. a. Robert Niernmen, 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. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. s. This isabuilding code evaluation. Neither Trinity |enonor Robert miemincn' p. s. are' inany way, the Designer nfRecord 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. rTRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category; Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS*, Section Properties Standard Year 15071.3, 1507.5.3, T1507,8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Eafity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type 11 felt, RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity I ERD nor Robert Nierninen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering, 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION,' 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U-C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 JTRINITY IERD 6. 3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6. 4 RhinoRoof U20: 6. 4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6. 4.2 Single Layer; Roof Slope > 4:12: End ( vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6A. 3 Double Layer; :2:12 < Roof Slope < 4:12: End ( vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch star -ter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half - width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product, 8. MANUFACTURING PLANTS' Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUAuTyAssURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certtftcote of Authorization #9503 FLI5216-112 Revision 2: 04/27/2015 Page 3 of 3 TRINITY I ERD EVALUATION REPORT CertajnTeedCorporaUoo Z0Moores Road Malvern, PAI9355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate ofAvmmization#950a 353CKR| SOAmSTREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) Z62-9245 FAX: (203) Z§2'9243 Evaluation Report 3532.09.05-1111 FL5444-RIV Date ufIssuance: U9/22/2VV5 Revision 11:1Z/ 08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (ln1qFlorida Building Code sections noted herein. oeaCR/pnom: Certa}nTeedAsphalt Roofing Shingles LAasuws: Labeling shall be in accordance with the requirements ofthe Accredited Quality Assurance Agency noted herein ndFaC 1507.3-7.1/n905. 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 ofthis Evaluation Report bythe named client constitutes agreement tonotify Robert Nieminen, P.E.ifthe product changes urthe referenced Quality Assurance documentation changes. TMnityJ[RD requires a complete review of this Evaluation Report relative toupdated Code requirements with each Code Cycle. AovpxnSowswn The Evaluation Report number preceded by the words "TrinitylERD Eva|uated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. wspscrmw: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.K&Niemnen,E. Florida Registration No. s9z66,Florida ocuxmszous The facsimile sea[ appearing was authorized by Robertmernmen, onopwmmThis does not se— == electronically signed document Signed, sealed ham= pies have been transmitted °the product App— 1 Administrator and to the named client CERTIFICATION OFINDEPENDENCE: 1. Trmnv|eno 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. z Trinityl 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 wi,minen' p.s. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. s. This isabuilding code evaluation. Neither Trinity |cnonor Robert mieminen, P. E. are, inany way, the Designer vfRecord for any project onwhich this Evaluation Report, o,previous versions thereof, is/was used for permitting ordesign guidance unless retained specifically for that purpose. F"10 TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and Su, Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pr__aperty Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM D3161 05NK07049 04/15/2005 UL(TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL(TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL(TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 10CA41303 10/07/2010 UL(TST 1740) ASTM D3161 1OCA41303 10/08/2010 UL (TST 1740) ASTM D7158 1OCA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC ( TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/ 09/2016 UL LLC (QUA9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532. 09.05-1111 Certificate ofAutharization A9503 FBC NON-HVHZ EVALUATION FL5444- R10 Revision 11: 12/08/2016 Page 2 of 12 4. PRODUCT DESCRIPTION: 4.1 CTI0=,X7°Z5,XT-]oand XT=3U|Rare fiberglass reinforced, 3-tabasphalt roof shingles. 4.2 ArcadiaT", 8dmunt=, Carriage House 3hamgleO, Grand Manor 5hamglew' Landmark T"' iandmnrk= |H, LandmarM Pro, Landmark= Premium, Landmark'TL, Landmark = So|ohsand Loudmarh"Ioiuhs |Rare fiberglass reinforced, laminated asphalt roof shingles. 43 NurthGote=isufiberV| usse|nfooed'|aminated'S8SmudiMedbitumenroofohing|e. 4.4 Presidential Shoke', Presidential Shake— iR, Presidential Shake TLI and Presidential So|arh= are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras=' Highland Qate and Hi0b|and5|me= |Rare fiberglass reinforced, 4-tobasphalt roof shingles. 4i6 Puthot is a fiberglass reinforced asphalt roof strip -shingle (vbh no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition, 4.7 Presidential Accessory, Accessory for Hatteras, Shun§ye Ridge'", Shadow Ridge', Cedar Crest'", Cedar CrestT° |n, NnrtbGate Ridge and NprthGateAccessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: II This is a building code evaluation. Neither Trinity IEKD nor Robert Nieminen E, are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/vas used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report isnot for use inthe HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings nfthis product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBCTobles I507.3.7.1and n905.2.5.1toASrM D3161, Class Fand/or A5TM D7158,Class H,indicating the shingles are acceptable for usinall wind zones UP toV"d = 150 mph (V*= 194 mph). Refer to Section 6fnr installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shang|e Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGateAoeoory hip & ridge shingles have been evaluated in accordance with AST»W D3161,Oasa F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP I adhesive or Henkel PL41 Polyurethane Rnof& Flashing Sealant, applied as specified in manufacturer' s application instructions, for use inwind zones uptoV°^=z5Vmph (Vuu=194mph). 5.4. 3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific toeach shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Sokzrb") exceeds the calculated uplift force (Fr) at a maximum design wind speed Of V",d = 150 mph (V,u = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having mean roof height less than orequal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and ertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Ru|e6lGZO-3. Exterior Research and Design, uc Evaluation Report 09.05-m1 Certificate ofA"m"riz"tio" mom FucwomwvxzEVALUATION pL5444-olO Revision 11.zz/0u12nzo Page 3v* zz TRINITYJ ERD 6. INSTALLATION: bJ Roof deck, slope, wndeduyment and fasteners shall comply with F8C 15072/ R9052 and the shingle manufacturer's minimum requirements. 6.12 UndedaymentshaU be acceptable to CenaiuTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per F8C Sections 1507.2.3, 1507,2.4 or 6.2.1 6.2.2 63 64 Installation of asphalt shingles shall comply with the CenainTeed Corporation current published instructions, using minimum four pQ nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than F8C 1507.2.6orP905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in p8C5ection 1510 and CertainTeed published installation instructions. LOW AND STANDARD SLOPE STEEP SLOPE ENGUSH nr or /r 5 r12-, (of Norwood IQ M8RK 1"(25 mm Sealant 1 (25Dmm) CapT7nShingllFJ -------- 0 1 1 " Cap cap Cap 305 mm) Shingle Shingle Use four nails and six spots of asphalt roofing cement* for every fall shingle (Figure /1-4).Asphalt roofing cement meeting ASnwo45o Type 11 is suggested. Apply 1 " (25 mm) spots of asphalt roofing cement under each tab corner. Fgwrou Use/owrnath anusir spots qfa*W*msenton sW &kPeA mmmN:Excessive use ofroofing cement can cause shingles to blister. Cut Shingles sic Figure 11-25msWlwhon of capsalong the »*sand ridger 6.4. 1.1 FnrA5TM D3161, Class F performance use BASF "SonolasticO NP11" adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, uc Certificate af^" m"rtr"tio"#9s03 pacwow*vxzsvAmxnuw Evaluation Report 3532.09.05*II FL5444*m Revision zz` 1z/0a/2um Page 4mzz TRINITY I ERD 6.5 ARCADIATM: LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for ever} hill shingle located as shown below. r (25 min) t' (25 mm) -.... Nad tine Nail Lim LL Figure 2: Use siq nails for every full shingle. Use SLY nails and FOUR spots of asphalt roofing cement for every hull shingle as shown below. ripply asphalt roofing cement V (25 mm) from edge of shingle. Asphalt roofing cement meeting ASTM D 4586 Type A is suggested. 6.5.1 Hip & Ridge for Arcadia'": Cedar CrestTM, Cedar CrestTM IR t'(2i mml t'(25 imni—+ Figure 3: Use shv nails and four spots of asphalt roofing ceinent on steep slopes. Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NP1'" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. O_N Exterior Research and Design, LLC. Certificate ofAuthoriration #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R1I FL5444-R1O Revision 11:12/08/2016 Page 5 of 12 TRINITYJERD 6.6 BELMONTT Low and Standard Slope Steep Slope (greater than 21.12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. or le" See below- Asphalt roofing cement meeting t— 1-1 5,•ASTM D4586 Type 11 is suggested. 25—) 1,(25)—1MM— 5 (16 8518, Ll R o Additioral earls 9 required, s/8'(16M) i 4 1 0 0"04001 ONI r-\ RDDfmg Cemo1'(25 6.6.1 Hip & Ridge for BelmontT": 6.6.1.1 Option 1: Refer to instructions herein for Cedar CreStTM, Cedar CrestT IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18. Sbangle' Ri*e. 18, Exposure Remove tape from the right side and fasten SECOND Fasten the le", left side 85/8. RIGHT FIRST '- LEFT Figure 17-19. Instaflation qfSbangleO Ridge shingles on hips and ridges 6,6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP11" adhesive or Henkel "PLO, Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RI0 Revision 11: IZ/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLE": airy a npr LOW AND STANDARD SLOPE Use five nails for every full Shangle. V V. 2S nun) I 125 min) StB 59g. t&min) ( 4 Figure 174• Use fire nails for eterr full GrandAlanor Sbangle, Carriage House Sbangle, or Centennial Slate, Use seven nails and three spots of asphalt roofing cement for every full Grand :Manor Shangle. Use five nails and three spots of asphalt roofing cement for every full Carriage House Shangle and Centennial Skate. Apply asphalt roofing cement 1" (25 mm) from edge of shingle Figure 17-5). Asphalt roofing cement meeting AST1f D4586 Type 11 is suggested. Rgure 17-5: When lnstaf ing Grand Afanor Stwngles on steep slopes, use seven nods and three spots of aspbail roofing cement. Hip & Ridge for Carriage House Shan leO and Grand Manor Shan le: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARKTm, LANDMARKTM IR, LANDMARKTM PRO, LANDMARK TM PREMIUM, LANDMARK" TL, LANDMARK TM SOLARIS, LANDMARKTM SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS IT 143/4" 12.' F -( 305 min} (375 mm)--r--(305 mm) { I lr' (25 mm} Rei e Tape 1" (25 mm)-~'I Nailable- Area LANDMARK R NorthGate: 131/ 2" 131, 131/2" 1-+-( 343 mm)----(330 mm)- —(343 mm)--) 1-•-, 1"(25mm) 1"(25mm) -^- -- Figure 13- 4. Use four irons for erM- fi l sbdngle WIDE kAMG it 14'YV Ir 1AREA + (305 mm) — .r--- (375 mm) — (305 mm) -{ T Nanny Umifs V (25 mm) Uppernalr- r ( 25 mm}--.a .. Lows nal fne NoOng arcs far low rs"d st mOrd mopes (from 212 to 21:12) Nal between upper d bwa Ides as shown above. Exterior Research and Design,LLC. Certocate ofAuthodnation n9503 FBC NON-HVH2 EVALUATION Evaluation Report 3532.04.05-1111 FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spats of asphalt roofing cement for every full laminated shingle. See betouv. Asphalt roofing cement should meet ASTM D4586 Type 11. Apply 1" spots of asphalt roofing cement trade each corner and at about 12" to 13" in from each edge. METRIC DIMENSIONS 12"-- 305 ram) 1"(25 mm) t Nail Area For Steep I'll— t h•— 25 mm) I — — 375 mm) Cement STEEP SLOPE. NAILINQ AREA 1 12"--• 305 mm) 25 mm)-j 1 TRINITY ERD LANDMARK TL r131/ 2" 13" 131/2" 343 mm) (330 ram) (343 ram) 1 "(25 ram) 1 "(25 mm)— I I Figure 13 S: Use six nails andfour spots of 1" aspbdtrooJtng cenwnt on steep stapes. 25 ram; NorthGate. 12" 1"4" 12' Nailing areas for steep slopes (greater than 21:12) and "StornrNailing" Nail between lower 2 nal Ines as shown above. 6.8.1 Hip & Ridge for Landmark T". LandmarkT"" IR Landmark' Pro. LandmarkT°' Premium. Landmark' TL, LandmarkT"° Solaris Landmark' Solaris lR NorthGate: 6.8.1.1 Option 1: Shadow RidgeT" or NothGate Accessory 12' 97/3' 305mm) 415t16((225) 0mmmm415t16" G° 6` (125mm) I (125mm) 150mm) 1 (150mm) Notch for Not a for Centering Centering 12° 131/4' 305mm) Notches for Alignment to ( 337mm) Notches for Alignment o 5 the Top Edge of the Previous the Top Edge of the Previous / 8' Cap fors'(125mm)Exposur( m) Cpfor5W(141mmExpure ( m) a English Dimension Metric Dimension Shadow Ridge' Shadow Ridge' Exterior Research and Design, L-C. Evaluation Report 3532.09.05-R11 Certificate afAuthorization #9503 FBC NON-HVH2 EVALUATION FL54444-R10 Revision 11: 12/08/2016 Page 8 of 12 TTRRINITYIERD omr notches to top previous DourseLftj 7 5X notches to top (1114 MM) edge of I previous course. —A murthsateWdoe murths^texcossnry 2. Laying Notch Figure13-2o.use 4;Vdngno*be4mcmWsbfnmks on bips and n#nm, and mm*akmmmn*uexposure 6.8.1.2 For 4STK0 D3161, Class p performance use BASF ^Soou|asticw NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 pDqon 2: Refer to instructions herein for Cedar CresV, Cedar Crest" IR hip and ridge shingles. Exterior Research and Design, uc Evaluation Report 3532.09uS-Rll Certificate ww"m"riz"tio"^95m FBCmow*vooEVALUATION FL5*44-xz Revision zz:zz/0o/2ozo Page omzz TRINITY I ERD 6.9 PRESIDENTIAL SHAKET"', PRESIDENTIAL SHAKE TM IR, PRESIDENTIAL SHAKE TUm, PRESIDENTIAL SOLARISTM: LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes: use nine nails for each full Presidential shingle and shingle as shown below apply i" diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails In between the nailing guide fines, apply 4 nails 1' Nailing h------ 40" -----i above tab cutouts making certain tabs of overlying shingle cover nails. Guide Lines (1016 mm) 51f4' 133 men) 11t2' 38rmrt) (362mm) NOTE: Apply nails on painted guideline. Figure 16-6.• FasteningFmidengalandPresidenUal TL Shake V diameter asphalt roofing cement shingles on tom and standard slopes Figure 16-1.• Fastening FresirdertHat and Presidential T/L Shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake''', Presidential Shake TM IR Presidential Shake TU", Presidential Solaris"': 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners inust be 13/4" long or longer, so they penetrate either 3/4' into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham, AL is 12' x 12"; Portland, ORproduces 97/8' x 131/4' accessory 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T""" adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar CrestT , Cedar Cresf" IR hip and ridge shingles. 6.10 HATTERAST"": LOW, STANDARD AND STEEP SLOPE: i Call men} ( men) (23 men) (230 -,)I t" 1" 25 in _ (25 men) -i 240 men) Figure 15 3, Fastening 114tteras Sbfngles ore Lorr and Standard Mopes For lots and standard slopes, use the nails for each fug Mantras shingle as shoum abo%r. 25 mm)I_ Rgwe 15-l: Fastrairrg IArnArarSbirtgtex on SfapMopes For steep slopes, use fire nails and eight spots of asphalt nwLtig cement for each fug tlaueras shingle as shown aboir. Apply I- 25mm) diameter spots of roofing cement (ASTM D 4586'Ilr 11 suggested) under each tab corner. Press shingle into place, do not apose cement. CAUTION; Too much roofing cement can cause shingles to blister. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRRINITYJERD 6.10.1 Hip & Ridge for Hatteras*"": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 1breepiece units separate to make 54 Hatteras A owwry sbingon 6.10.1.2 Qpton 2: Cut Hatteras Shingles 9.1 — 230 MMI) 460 Mrn, 1' jCap Cap Cap Cap L20 Shin gle Shingle Shingle Shingle ml Figure 15-20.cut Hatteras sb#WW to make oaw cap. Figure 15-21installation of caps Wong bips and ridges. 6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE'"', HIGHLAND SLATE`"' IR: LOW AND STANDARD SLOM STEEP SLOPE: T 9r Use FM natLs and EIGIIT spots of asphaltroofing cement* for each N Highland Slate shingle. For Miami -Dade, SIX nails are required. Apply V diameter spots of asphalt roofing cement under each tab corner. Asphalt roofing cement meeting ASIM D4586 Type H is suggested. M1 MWMund* I " W" stXr9ft= rM1S imwtw over CMW WOW M *Mq in" ka Tra~ oAvAa* w Figure 11-3. Use Fffr;4WsjbrevmyHighland Slate sb1ngk Fkurell-gA- Megff nails and eight spats QfWfiW rwAV emnen t under eacb W comer. CAUTION. Excessive use of roofing cement can cause shingles to buster. 6.11. 1 Hip & Ridge for Highland Slate'. Highland Slate" IR: Refer to instructions herein for Cedar Crest*"', Cedar Cresfm IR or Shangle Ridge T" hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-RI1 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 LOW AND STANDARD SLOPE Use FOUR nails for every full shingle located as shoNvn beloNv. j I— (Mrrm) TRINITYJ ERD STEEP SLOPE Use FOUR *muand four spots uasphalt roofing cement for every full shingle is sh^Nvn belvvv.Asphalt roofing cement meeting mSTmo4586 Tifieomo.m; stutApply /^(25mm)spots ofasphalt roofing cement as shmm. uunmoN: Excessive use ofroofing cement can cause sitmdowNft5mc 6l2l Refer to instructions herein for Cedar Crest', Cedar Crest' |R' Shadow Ridge'", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit d` aU bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agcncynotedhenein. 7. 2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBCTub|e 1507.2.7.1/R905. 2.6.1. D- BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61620-3 QA requirements. 10, QUALITY ASSURANCE ENTITY: ULiLC— QUA9625; (414) 248-6409 konm.buchmann@usuicom ENVOFEVALUATONR[PORT- sxtenv Research and Design, uc Evaluation Report ysu.o9.oa-Rz Certificate of^"mpmatm"x95m FBCmom' ovxzEVALUATION a5444-n/ Revision zz:za/0a/2oa Page 1am1z 5O.-F I r— L4" = :4IN - TECHNICAL, SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91 10) SCOPE Category. Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Re_ part No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. PRODUCT DESCRIP71ONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channet Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.01 9-inch thick, 3105 H-1 4 aluminum fascia, See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC SoffitsITECHNICALSERVICES, LLC PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ? anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in Ain.ft for the 'full vent' configuration and 11.1 In2/11n.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Is- EML Wa ur•_raria as sit eantz 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P nels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent configuration and 4.2 Wflin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. NCREEKTECHNICALSERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, ING Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. A ....... No 74021 STATE OF 41J 0 R N 111111111110% CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCI5001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9,4. 2. Refer to LimrTATioNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others In accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12"T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12"T4 Soffit— 4-Inch o.c. Fastener Fastener Fastener Fastener Locati i < Location Location Loconion c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location d ALCI5001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Location 1- Fastener Fastener Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J roved S stems for 12-Inch Overhang with J-Channel 16FA Approved S tems for 16-Inch Overhang with F-Channel iqLl Approved Systems for 16-inch Overhang with J-Channel 4F Approved Systems for 24-inch Overhang with F-Channel 2Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection E_ave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia, nail, One (1) min. 3/8 x 3/8-Inch One (1) min.1 3/4-inch long x 0.072-inch dia, x min. 3116- 12E-1 16-inch Wood Wd min. 1,25 inch embedment spaced Wood crown staple spaced 1B inch Inch head dia, trim nail 40.0 24-inch o.c. c spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 314-inch x 1/4-inch One (1) min, 1 3/4-inch long x 12F-2 16-Inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-Inch dia. x min. 114-inch head dia. trip nail spaced 48- 48 Fi4.2 spaced 244nch o.c. and securing each panel lap Inch o.c. Max' One (1) 14 ga. 518-inch long T nail One (1) min 3/4-inch x 114-inch One (1) min. 1 3/44nch long x 0.072-inch dia. x min, 1/44nch 4812F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia, trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Approved Systems for 12-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/24nch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. 16-inch Wood staples in diamond long x 3/8-inch head dieadiameterscrew spaced 164nch o.c. Wood 114-Inch crown staple 0 072-Inch dia. x min. 114-inch head dia, trip nail spaced 48- 48 64]. 2 patternspaced24- I inch O.G. connecting soffit to J-channel spaced 84nch o.c.. I I Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width Psi Substrate F- Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One ( 1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 16F- 1 Max' M MasonryOno (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0. 072-inch diameter finishing nail with min. 3116- 353.3 2-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Max, Three (3) 18 ga. 1 /4-Inch crown x I - One (1) 18 ga. 1/4-Inch crown x One ( 1) min. 1.75-Inch x 0. 072-Inch diameter 16F- 2 12- Inch Wood inch leg staples In diamond pattern Wood 1-inch leg staples spaced max 4- Inch o.c. and securing each finishing nail with min. 3116- 1:53.3 spaced 164nch o.c. panel lap inch head spaced 12- inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-Inch x 3/8-inch One (1) min, 1 3/44nchlong 16F- 3 16- inch Wood 1.25-winch embedment spaced 24- Wood crown staple spaced 16-Inch x 0.072 Inch die. x min' 31164nch head dia. trim nail 25.6 inch o.c. spaced 36-inch o.c. Max. Three (3) min. 3/4-Inch x 1/4-inch One (1) min. I 314-inch long 16F4 Wood crown staples In diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 114- 27 16- inch spaced 24-inch o.c. crown staple spaced 8Anch o.c, inch head dia. trip nail 36.1 1 1 1 1 1 1 1 spaced 48-Inch o.c. I ALClSO01 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LILC ALUMINUM COILS, INC Sofflts Appendix A Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 114-Inch crown x One (1) min. 1.75-inch x 16F-5 Max. 16-Inch Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3spaced8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-Inch o.c. Max. Three (3) 18 ga.1/4-inch crown x 1 One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-Inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- Inch o.c. and securing each finishing nail with min. 3/16- 43.3 I spaced 16minch o.c. I I panel lap Inch head spaced I 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width PST) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment MaxM Wood Three (3) min. 3/4-Inch x 1/4-inch crown staples In diamond pattern Wood One (1) min 314-inch x 1/4-inch One (1) min. 1 314-Inch long x 0.072-inch dia. x 23.5 16-Inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 1 1 nail spaced 48-Inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channei Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.114-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x 24F-1 Max, Wood inch crown x 14nch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 80/-9012-inch diamond pattern 1) min. 2.25- Inch x 7d ring One (1) min. 1 .75-Inch leg staples spaced 8- inch o.c. 3/164nch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-Inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1) 18 ga.1/4-winch crown x 1 -inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga 1/4- One (1) min. 1.75-inch x Max, inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6roofingnailspaced1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 31164nch head spaced 16-inch o,c. Inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3/16-Inch head spaced 44nch o.c. One (1) 18 ga. 1/4-inch crown x 1-Inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1) 18 ga. V4- One (1) min, 1.75-Inch x Max. ne1- O() 14 ga. 5/8 anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced Inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c, finishing nail with min. 3116-inch head spaced I 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/44nch Nominal 1x2 crown x 1 -inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 24F-4 Max. Wood Inch crown x 14nch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter 16-inch 1) min. n. 2.25- leg staples spaced 8- finishing nail with min. 801-60 diamond pattern Inch x 7d ring One (1) min. 1.75-inch inch o.c, and securing 31164nch head spaced spaced 1 6-Inch o.c. shank nail x 0.072-inch diameter each panel lap 16-Inch o.c. 24-inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-Inch o.c. securing One (1) 18 ga. 114- One (1) min. 1.75-inch x Max inch x 11 ga, anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min, 1.76-inch inch o.c. and securing 3/164nch head spaced 16-inch o.c. Inch ring shank x 0.072-Inch diameter each panel lap 16-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 4-Inch o.c. One (1) 18 ga.1/44nch crown x 1 -inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-Inch x Max, One (1) 14 ga. 518- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 I&Inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-Inch Inch o.c. and securing 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. ALCI5001 FL12194-R3 6 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psf) Batten i-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min2.254nch x 7d One (1) 18 ga. 114-Inch Nominal 1x2 ring shank nail crown x 1-inch leg No. 2 SYP anchored to Three ( 3) 18 ga. 1/4-Inch crown straight - nailed through the rafter into the end staples spaced 12- inch o.c. securing One (1) 18 ga. Y4- One ( 1) min. 1.75-Inch 24J- 1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 1:60 12-inch 1) min. 2.25- Inch x 7d ring staples in diamond pattern spaced 16- min. 2.25-inch x 7d ring shank nails too- One ( 1) min. 1.75-inch leg staples spaced 84nch o.c. 3/ 16-Inch head spaced shank nail inch O.C. nailed on either side of x 0.072-inch diameter finishing nail with min. 12- Inch o.c. 24- Inch o.c, the batten at each battenfrafter 3/1 &4nch head spaced Intersection, Max. 44nch o.a rafter spacing is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1144nch Nominal1x2ring shank nail crownxl-inchleg No. 2 SYP anchored to Three ( 3) 18 ge. 114-inch crown straight - nailed through the rafter Into the end staples spaced 12- inch o.c. securing One ( 1) 18 ga. 1/4- Inch crown x 1 -inch One (1) min. 1.75-inch 24J- 2 Max. rafter with one x 1-inch leg of the batten or two (2 ) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. 1:53.3 16-inch 1) min. 2.25- inch x 7d ring staples in diamond pattern spaced 16- min. 2.25-inch x 7d ring shank nails toe- One ( 1) min. 1.75-Inch 8-Inch o.c. and securing each panel 3/16-inch head spaced shank nail inch o.c. nailed on either side of x 0,072-inch diameter finishing nail with min. lap 16 nch o.c. 24- Inch o.c. the batten at each battenlrafter 3/16-inch head spaced intersection. Max. 44nch o.c. rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SysTEms section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. 3/9" head dia, nail with min, 1W angagement(for wood substrate) or min. 0.0971 dia. T-nail or stub nail with min., 5/6" engagement(for concrete or block substrate), spaced as noted above, ASCIA SLIP BOARD FASCIA TRIM 12F-1 & \— OVERHANG WIDTH VARIES) 12F-3 I I \—"F" CHANNEL Wood, concrete or Block 1i FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTER 3/4" X 1/4" DIAMOND PATTERN CROWN STAPLES t i D E iTAIL USING A DIAMOND ti .r _ J PATTERN FACIA BOARD FASCIA CAP 12 F-2 3/4- X 1/4" CROWN 1-3J4" TRIM NAIL FACIA BOARD 8" 1-3f 4" TRIM NAZIJ STAPLE ON CENTER PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 4a' INSTALLED WITH THE O.C. FASCIA CAPIN NAIUNG FLANGE UP OR 3/4" X i /4" DOWN CROWN STAPLE SOFFIr_max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES, LLC No. ( Installation Detail 3/4" X 1/4' CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN V'k;"Mn 1-3/4' TRIM NAILscrewedtosoffit PAINTED S S 48, with one(1) 48 x 1/2" x 3/8" head O.C. diameter screw; 1"6" o.c. WOOD OR BLOCK SUBSTRATE SOFFIT -max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B SUESTAPSOFFIT STAPLE DI AMOND PATTERN Er it FACIA BOARD rrvto+/i rAAI L ASCIA CAP 3/4' X 1/4' CROWN 1-3/ 4' TRIM NAIL STAPLE "8' ON CENTER PAINTED S. S. FACIA BOARD FASCIA CAP 3/4" X 1/4' CROWN STAPLE ALC15001 FL12194- R3 Page 3 of 12 This evaluation report Is provided for State of Florida product approval under Rule 81 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i I. TRhm NAIL ,—FASCIA BOARD PAINTED S.S. FASCIA CAP SOfFIT- 1 1,4* CROWN STAPLE OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT & FASCIA 1 6F-5 DETAIL FASCIA CAP: REFER To SOFFIT I FASCIA F' CHANNEL OETAR, SOFFIT; MAX. 16' SPAN MASONRY--jSUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-3 Min. 3/8" head dia, nail with min. I%" engagement(for wood substrate) or min. 0.0971 dia. T-nail or stub nail with min. 5/81, engagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Block Wall FASCIA LIP 1/4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0,C, PAINTED S,S, 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits umm ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail LA ur mcrym \ SOFFIT STAPLEOPENRAFTER DIAMOND PATTERN3/4- X 1/4- IDETAILCROWNSTAPLES USING A DIAMOND PATTERN FACIA BOARD ST FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD1-3/4- TRIM NAILa* - /4- STAPLE ON CENTER JTRIMMLPAINTEDS.S. F* 1-3/4- TRW NAILJ PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48* I A INSTALLED WITH THE D.C. CIA CAP NAILING FLANGE UP OR 3/4" X 1/4' DOWN CROWN STAPLE SOFFIT_ max. 16 -inch span WOOD SOFFITSUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERvicm, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 11' TRIM NAIL FASCIA BOARD PAINTED 5,S, FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD 1,34, CROWN STAPLES SOFFIT & FASCIAUSINGADIAMOND 16F-2 & PATTERN: REFER TO-\ DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP: REFER TO SOFFIT & FASCIADETAILCHANNEL------- SOFFIT: MAX, 16" 3/8A SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report Is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I installation Detail 3/4- X 1/4- CROWN STAPLE 24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE 1-3/4* TRIM NAII PAINTED S.S. 48* D.C. SOFFIT —max. lb -inch span ALUMINUM COILS, INC Soffits Appendix B Wr Knomm SOFFIT STAPLE DIAMOND PATTERN FACIA BOMO DETAIL 37' ASCIA CAP 3/4- X 1/4- CROWN STAPLE "a" ON CENTER PAINTED 1-3/4- TRIM NAIL S.S, FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' 7RDi NAIL FASCIA BOARD PAINTED S.S. r4* CROWN STAPLES FASCIA CAP USIN6 A DIAMOND SOFFIT PATTERN; REFER TO 1"x" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL i ' TRIIi NAIL -- AIL FASCIA BOARD PAINTED SS. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1'xq' CROWN STAPLE FASCIA CAP, REFER / ~^ TO SOFFIT & FASCIA / DETAIL Nonlnal SYP 31BiBattonAnchoradtoSOFFIT; MAX. 24' f-CHANNEL Raritrs with era 7d Ring Shank Nall at evvr Rafter WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i }' TRIM NAA FASCIA HOARD PAINTED S.S. 14' SMOOTH SHAN% ROOF NAILS FASCIA CAP SOFFITI Txj' CROWN STAPLE 1 J' TRW NAIL FASCIA HOARDPAINTEDSS, SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 T.J' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL NoPOW Tat` SYP F-CHANNEL Hatton Amborad to SOFFIT; MAX, 26' Ratters vith oft 7d Ring Shank W at very Rartar WOOD SUDSIRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, CREEK TECHNICAL SERVICES, LLG ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }' TRIM NAIL FASCIA BOARD PAINTED S.S. lkDA } i-NAILS FASCIA CAP SOFFIT 1'x}' CROWN STAPLE I i' TRIM NAN, FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 1'x}' CROWN STAPLE FASCIA CAP; REFER TO SflFfR t FASCIA DETAIL Nominal I'a2" SYP F-CHANNEL Batten Anchored to SOFFIT; MAX. 24" Rafters with one Id Ring Shank Wait at very Rafter MASONRY ALC15001 FL12194-R3 Pagel of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }' TRIM NAIL FASCIA BOARD T'4' CROWNPAINTED S. STAPLES fASCIA CAP USING A DIAMOND SOFFIT PATTERN, REFER TO SOFFIT STAPLE CANTILEVERED 1-s}' CROWN STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD i i' TRIM NAIL. SOFFIT & FASCIA 24J-1 & PAINTED s.s, DETAIL 24J-2 Pxyt' CROWN STAPLE FASGA CAP; REFER TO SOFFIT L FASCIAOfTSOAIL NomfieI 1' x r SYP battens 8 ratters andsecured SOFFIT; MAX. 2i" 11 J-CHANNEL withsecuredwRh on* (1) 7d ring 3/8 shank naR stiaot-nmed through N>e rafter into the and WOOD SUBSTRATE— of the batten or two (2) 7d ring sank mts toe-naf od on either too of the battam at the battenrralter Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. TECHNICAL SER»nCEs,l-LC DESIGN WIND Lcmmxm ALUMINUM COILS, INC Soffits The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following I. Wind speeds for risk category 1, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 8. Design wind loads are provided with mean roofheight less than orequal tn08~h All calculations are based onaneffective wind area uf10-ft2orless, 5. Topographic factors such as escarpments or hills have been excluded from the analysis. S. Wind directionality factor, K^=0.85 7. Vmisshown inthe tables below. Design pressures are multiplied by&8inaccordance with Section 101U84ofthe F8C 0. Po4no vW mean roof heights0U4\shall beavm(ua dbyuU licensed professional.' 9. Zones 4and 5oh|bedefined asshownbelow. Dimeno n^a^ahuA bo1 cf e|oem|horizontal dimension or (O4x8 mnR ofHa hV whichever is smaVe but not hmsthan either 4Y6ofthe lem hor onto|dimen onor3~ft. ' ALo1nuo1 11J:1iVV1dJUd1JU11 FelJor, is Provicea Tor blate 01 Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or ual ty assurance changes throughout the duration for which thisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKSoffits TECHNICAL, SERVICES, LLC AoDendix C De6ign,W1nd P ressureWbr, offits, lry Emsure B 3, Rcxrf H61g WMIR", t f 3 0 Basiic n- I'd M16170- 1 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1Enclosed Negative 60 20.5 24.0 27.8 32,0 36.4 41.1 46.0 51.3 56.8 Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 28.3 32.5 37.0 41.7 1 -46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 507 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7Enclosed Positive 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.14 Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12.7 14*7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 1 1 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 136.4 ALC15001 FI-12194-133 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sofflts Annantfly r 9n- DeslW1nd,P sire ressures,forSoffits in'Ex CMean IdlBUuijldlhng''- T Ig d B6sIcWhd'Speed'(mPh) 0 130, 4V 16o 170 180, 190', 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 4 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 Enclosed Negative 40 25.0 29.4 34.1 39.1 44.5 50.2 56-3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52,6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 60. 2 62. 8 70.0 77.6 5 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30,9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 1 50 32.4 3&0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 4 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 - 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 Enclosed Positive 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42A 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48A Loads) 20 13.9 16..3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22,6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0- 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33-7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48,4L] ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3, The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other productattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C u,,Design,,,Witid,Pmsigures,ibrSolFftinExpdsureD,- BI Ppl" ean,-, Y Hbfq Bas1cWl6&Sr4ed'1,0nPh) 1,30 1' 0' 140' A 50- 160 170 180 A 96, 200 20 26.0 -30.5 -35.4 -40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 -31.6 -36.7 -42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 -32.8 -38.0 -43.6 49.6 5 .056.0 62.8 70.0 77.5 40 29.4 -34.5 -40.0 - -45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 -35.9 -41.6 -47.8 54.3 61.3 68.8 76.6 84.9Enclosed Negative 60 31.5 -37.0 -42.9 -49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 -37.7 -43.7 -50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 -39.1 -45.3 -52.0 59.2 66.8 74.9 83.4 92.4 5 30 34.5 -40.4 -46.9 -53,8 61.3 69.2 77.5 86.4 95.7 40 36.2 -42.5 -49.3 -56.6 64.4 72.7 81.5 90,9 100.7 50 37.7 -44.3 -51.4 -58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 -45.7 -53.0 -60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 463 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4Enclosed Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56,1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 1 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 393 44.1 49.1 54.4Ld6020.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 561 ALC16001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TEctiNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" --+-- 1 5/8" 8" HEM T 7 3/4" 3/8* ISOMETRIC VIEW 3/8- PROFILE ISOMETRIC VIEW 3/0' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report Is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein, CREEK TECHNICAL SERVICES, LLC Fascia 3/4" 1 7/81, ALCI5001 1/8" HEM 6"FASCIA 7" BLANK 1/4" FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 16"Q4 Soffit TYR O.M TIT?. Ir-am 3 / 8 PROFILE 1625' 50 TYR ALUMINUM COILS, INC Sofflts Appendix D ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. A CREEK TECHNICAL SERVICES, LI-C 12" T4 Soffit 5/16" ALI'> 314- 3 7/8" 1/2' / 1/2- L M TYR 0,125 TYP. 3 1/8" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 7W. 8" 112" 3/8" ALUMINUM COILS, INC Soffits Appendix D fl aaa a flaflaa aaaaaa aaaa aaaaaa aaa IOIJ>IERS FDAA D M SAME DpiEC170l1 u MRS) ALC15001 END OF REPORT FL12194-R3 P.- A of 4ThisevaluationreportisprovidedforStateofFloridaproductapprovalunderRule6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CITY OF SANFORD iy BUILDING & FIRE PREVENTION PERMIT APPLICATION Appfication No.- LL---D-7L 2 _ Documented Construction Value, $ Job Address: .),3 C) Parcel ID: Historic District: Yes 0 NoE3 Residential Commercial Elk: New D Alter Type of Work. New Addition Jteratlion E03 Rep'airED] Dem(lt El Change of USCE] Move ElDescriptionofWork: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner information Name L, Phone: LrlStreet:_,., Resident of property?: City, State Zip: C7 Contractor Information Name Street: Phone: Fax: City, state Zip: State License No.: Arch Itect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail; Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENT'S TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYCOMMENCEMENT. BEFORE RECORDING YOUR NOTICE OF Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. I FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised; June 30,2015 Permit Application In ISQII : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsOfthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 711 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed Contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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. 0 _R'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneIncompliancewithallapplicablelawsregulatingconstructionandzoning. Signature Of Owner/Agent Lem Print 01--/A9-n-V-1N—.ma Signature of N-t-ty-St-te, of Florida —1),,t Owner/Agent is — Personally Known to Me or Produced ID _ Type of ID Lllzaturooftor/Agent Date Pant 4pcintractor/Agmt's Name Signaturo of Notary -State of Florida Datc P&"' PAMELA S TERNUS4P . ...... . 11 COMOSSJ0111 9 GG 110622 Expires August 7,2o2i Contractor/Agent is Personally Known to Me orTeProducedIDofID — IOU, MUM I Permits Required: Building Electrical n Mechanica)[] Plumbing[] Gas[] Roof E] Construction Type; Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mill. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: YesE] No n # of Heads _ Fire Alarm Permit: Yes [] No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30,2015 Permit Application U CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 -1 -,33 70 Documented Construction Value:$ q010010() Job Address: n1(tQ':E rv)c IZC)Y - p6NL Historic District: Yes [I N c7n V Parcel ID: ResidentiaO, commercialEl vl Residential of Work: New /=' Addition 11 Alteration 0 Repair 0 DemoEl Change of UseEl Move 11 Description of Work: Tlumbina New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone. 407-323- 7515 Fax: 407-323-8954 Email: infb(d)api-orlando.cqm Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Advantage Plumbing, Inc. phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 Sanford, FL 32772 City, State ZipStateLicenseNo.: CF-CO57881 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company - Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING 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, poets, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 5* Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application M=: In addition to the requirements of this pcnnit, 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 pro" of the requirements of Florida Uan Law, FS 713. Tbc 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 tune 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 dmps figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees When the permit is issued. QVMERI§ AFF AM: I certify that all of the foregoing information is accurate and that an work Will be done In compliance with all applicable laws regulating construction and zoning. sipatum occ?wneriAgeet Date" Print (h rturlAgenYs Nara Signature of Notary -state of Pkrida Data Owner/Agent is _ Personally Known to Me or Produced ID _ Type of ID 1/12/18 SignoWm ofCoaftacto#Agmt We A. Thomas Smith 1/12/18 sip'l Notary-$ or6r41MWW4*.sn,M bate NOTARY PUBLIC STATE OF FLORIDA Cam* OG1 ExpiMSS/211202136059 Contr7tetor/Agentis X Personally Known to Me or Produced 11) Type of 11) ,, , BELOW IS FOR OFFICE USE ONLY Permits Required: Building E] Electrical [] Mechanical 0 Plumbing[ Gas[] Roof[] Construction Type: Occupancy Use: Flood Zone; Total SqFtof Min. Occupancy Load: w w # of Stories: New Construction: Electric - # of Amps_ . ..... Plumbing - # of Fixtures Fire Sprinkler Permit: Yes n No F1 # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: 1119A Fire Alarm Permit: YesE] NoE] WASTE WATEIL- RcOsed: Jude 30, 2015 Permit ApplicWotl CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address. o J& lZrr,-, ---Dr Historic District: YesEl No Parcel ID: ResidentiaQ Commercial L Type of Work: Newo Addition[] Alteration El RepairEl DemoEl Change of Use El Move 11 Description of Work: l'aiall 093M.Dl e. 113 I Plan Review Contact Person:. Title: Phone: Lfu-gj Gao Fax: Email: a_rr_n Z= _a 3?j3 Property Owner Information Name Phone: Street: City, State Zip: Resident of property? : ontrador Information Name lk;JA v, 11! Phone: 0 0 rsco (_Q Street: S31 Fax: City, State zip: 5ar"- J State License No..-CAUB .......... aa:i2 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Sul Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NQT_—ICE,. 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 [CC 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 accuratepid-flia— 'work will be done in compliance with all applicable laws regulating construction and z IFM Signature of Owner/Agent Date Sig9tifte of Contractor/Agent Print Owner/Allcrit's Name it Controctort ent's Name V I Signature of Notary -State of Florida Date Signature of No (ty-State orfturrida Da e CHERYL D AKERS MY COMMISSION # FFM962 EXPIRES June 05,2020 flfw4aNatar ft'Am'Com Owner/Agent is Personally Known to Me or Contractor/Agent is __%f-Versofially Known to Me or Produced ID Type of ID Produced ID L:—Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingEl ElectricalEl Mechanical[] PlumbingE] Gas[] RoofE] Construction Type: -- Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes F]No[] # of eads Fire Alarm Permit: YesEl NoEl APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application STATEWIDE State Cert CAC032448 1-888-831-2665 joDEL-AIRHEATING* AIR CONDITIONING JASMINE COVE VERSION I OPT LUXURY OWNER'S SUITE JASMINE COVE VERSION I OPT SITTING RM 3.0 3.0 15,0 15.0 3 3 4,604.00 4,509.0 LARGO 3.0 15.0 4 5,530.00 LAUDERDALE 3.5 15.0 3 4,878.00 LAUDERDALE OPT BONUS 5.0 15.0 3 6,733.00 LAUDERDALE OPT BONUS BATH 5.0 15.0 4 61818.00 LAUDERDALE OPT BONUS BDRM 5.0 15.0 4 6,929.04) PALMDALE 2.0/2.5 15.0 4 8,029.00 PONTEVEDRA 2.5 15.0 3 4,712.00 SANDPIPER POINT VERSION 2 3.0 15.0 2 4,250.00 SANDPIPER POINT VERSION 2 OPT 1ST FL BDRM/BDRM 5- 3.0 15.0 3 14,189.00 SANDPIPER POINT VERSION 2 OPT LUXURY OWNER'S SUITE BATH 3.5 15.0 3 4,901.00 SANDPIPER POINT VERSION 2 OPT OWNER'S BATH 3.0 15.0 2 4,295.00 SANDPIPER POINT VERSION 2 OPT SITTING RM 3.5 15.0 2 4,665.00 SANDPIPER POINT VERSION 2 OPT STUDY 3.0 15.0 2 4,333.00 SANIBEL VERSION 1 2.0/2.5 15.0 4 82098-00 SANIBEL VERSION I OPT 1ST FL BDRM 2.5 / 15 15.0 5 8,750.00 SANIBEL VERSION I OPT BATH 2 2.0/2.5 15.0 5 8,273-00 SANIBEL VERSION I OPT GUEST SUITE 15 / 15 15.0 5 8,406.00 SANIBEL VERSION I OPT MORNING RM 2.5/2.5 15.0 4 8,455.00 SANIBEL VERSION I OPT STUDY 2.0/2.5 15,0 4 8,200.00 SANTA ROSA 3.5 15.0 4 5,496.00 SANTA ROSA OPT BDRM 4 3.5 15.0 4 5,526.00 SANTA ROSA OPT MORNING RM 3.5 15.0 4 5,600.00 SANTA ROSA OPT STUDY 3.5 15.0 4 5,581.00 SAWGRASS 3.5/2.0 15.0 4 9,232.00 SAWGRASS OPT IlT FL SUITE 3.5/2.0 15.0 5 9,485.00 SAWGRASS OPT 2"D FL EXTENSION 3.0/3,0 15.0 5 9,725.00 SAWGRASS OPT BATH 2 13.5/2.0 15.0 5 9,288.00 SAWGRASS OPT BONUS BDRM 13.5/2.0 15.0 4 9,222.00 Ih W 1A Il' cl-,14 1. I I C V CAC03240 11 ('()l)tC() \\ A 9; ... 1""d it, 32771 4417)3,13-4 ()01 Revision FEB 2 City of Sanford Response to Comments 0 Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # Submittal Date Project Address: 's 6 Contact: a o Lt Ph: L O -7 ti q I,- ,- q 7 Fax: Email: 12 _k:n e Ir- t*0 n V r- rl C, cSO tv-\ Trades encompassed in revision: El Building U/Plumbing 0 Electrical C1 Mechanical 0 Life Safety El Waste Water Department Utilities Waste Water El Planning El Engineering 11 Fire Prevention El Building General description of revision: ROUTING INFORMATION Approvals am it, AdAA CF-C- 651-779- 1 44AI I No 0 VC, si-p m wer,.-YAe Mower Door Test) R402.4.1.2 Compliance jurisdiction: C, T-".f o G (61i Permit #: job Information Builder:, Community: 1 c'vc:Lot: . ZdSaC`dG ... Address: ` f ca` `C Unit: City: State: C_, Zip: 32 7 7 Air Leakage Test Results Passing results must be 7ACH(50) or less Method for calculating building volume: 2-Z x 60 Q Retrieved from architectural plans CFM(SO) Building Volume ACH(50) Cade software calculated PASS FAIL a Field measured and calculated QWhen ACH(SQ) is less than 3, Mechanical Ventilation installation must be verified Certification of Test Results R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure or 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), F.S. or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Testing Company Company Name: 15 Lightyears, Inc. Phone: (855) 438-1515 I hereby verify that the above Air Leakage results are in accordance with the 5th Edition Florida Building Code Energy Conservation requirements Section R402,4.1.2, Climate Zone 1 and 2. Date of Test. 04/'u litiX Signature of Tester: Printed Name of Tester: Mike Estrera License/Certification #: 51684V Issuing Authority: RESNEI— A THIS ACKNOWLEDGES THAT HAS MET THE STANDARDS REQUIRED BY RESNET, AS A CERTIFIED HERS RFI RFI# 5:1684V SIGNED, Nicholas Barry, RESNET QAD & TRAINER M C --, as recorded in Plot Book 81, Pages 86 DESCRIPTION AS FURNISHED: I at 22, KENSINGTON RESERVE tt,Fcmqh 92, Public Records of Seminole County, Florido. BOUNDARY FOR / CERTIFIED TO: Joshua Robinson; NVR Inc dbo, Ryon t-lomes; Stewart Title Guoronty NVR Settlement Services, inc.; Foirwinds Credit Union, ISAOA TRACT C DRAINAGE AREA PLAT PRU REC, 5/8" 1 R. S 89048'54 " W REC, 5/6" I.R. NO 1.0. 60, 00' NO 1.0. LOY' 21 r) 4 71.02' REC. 5/8" I.R. NO I.D. 5' CONC. WALK S 89*4854 " W 60. 00' 50' PRIVATE. RIW 190-A ROS-!/ DRI Sw Q) PART OF LOT 40 L6 pAj..M HAMMOCK ATI.OTMENT PEI I, PGS 104-105 Qt f) m-G. o/o I-R, NO 1.0. nNstiEo SPOT GRADE ELEVATIONS FRONT - 25 PER DRAINAGE PLANS PLAN CALCULATIONS REAR = 20' ELQT__AREA COVE.-RGE = 2,5241 SQREUARE FEET OR 36.6% SIDE 5' FOR 40' LOTS FLOWPROPOSEDDRAINAGEImPERVIO(TS LOT CONTAINS 6,900± SQUA FEET SIDE 7,5' FOR 60' LOIS t 07 GRADING TYPE 8 ISIDE 10' FOR 75' LOTS LIVINGAREACONTAINS1,714 f SOLARE FEET PROPOSED FINISH FLOOR PER PLANS = 26. 1' QfI CONCIIANAVPORCH CONTAINS 810-+ SQUARE FEET SIDE STREET 25' UsY, , R__SC'IOT.77 pY ASSOC. I/VC - LAND I SUR V1, I [ j6lND LEGEND 5400 E. COLONIAL DR, ORLANDO, FL. 32807 (407)--277-3232 FAX (407)-658-14.36 PLAT PIUL. • POINT (IN LINE FIELD TYR TYPICAL F REVERSE CURVATURE I ON PIPE POiNT 13 R IRONPNOTES,' CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY HIT R,ORIOA 00ARO OF 1, THE UNDERSIGNED DOES HEREBY CE, 27, FLOR10A STAR)FS FLORIDAADwjTRSTRATrWCODEPVRSUANTTOSECTION47ZO PRIC, GPOINT B C I.P.IRON ROD Clc POINT F (IMPOUND CURVATURE 1,UHCRE1F MONUMENT R V. A AL PROFESSIONAL S(IRVEyORS AND AlAppCtts ' W CHAPTER 5J-1? 2 UNLESS FMOOSSED WITH SURVEYOR'S S'G NATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. IR ./# lB 4506 NAI • NON-PADJAL S. THIS SURVEY WAS PREPARED FROM TITLE INFORPIATION FURNISHED to pie SURVEYOR. THERE MAY BE OTHER RCSTRICTIONS REC RECOVERED '.P. WITNESS POINT P O. - - I CALC, CALCULATED I INT I H.R.M. _IGI'l *PERMANENT REFERENCE MONUMENT TOR FASE"'CHIS THAT AFFECT THIS PROPERTY- LOCATED UNLESS OTHERWISE SHOWN- 4, No UNDERGROUND IMPROVEMENTS RAVE BEEN IlI'll INI',V.ONT POINTFINISHED CF.F.F FLUOR ELEVATION KNT RLINC FS. U.PS SUffyEy IS pRpARO FOR nit SOLE BENCErr or THOSE CER77FIED TO AND SHOULD HOT HE RETIED UPON BY ANY O.N. FNItrY SLN All KUILDING ETBACK LINE 61 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT &OUNOARY LINES. RIGHT- OF-WAY B.M.BAIDOEN HMARK ASCEBEARINGNG ( RO.) BEARINGS, ARE BASED ASSUMED DATUM AND ON THE ONE SHOWN AS BASE BEARING C MT EASEMENT a, ELEVATIONS, IF SHOWN, ARE WED On NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTFO' TZI. DRAINAGE UTIL UTILITY 9. CERTIFICATE OF AUTTIORIZATION NO, 4596 YL FC CHAIN LINK FENCE WrJI,' C, WOOD FENCE SCALE Imm}m- I CONCRETE BLOCK DINT (If CURVATURE TF Na. POINT 0 RT FTANGENCY DESCRIPTION CERTIFIED 8Y, 10-17- 2017 44J8- 17 PLOT PLAN I P RADIUS - PC LC"C'U" vS 96-- 17 FORMBOARD FOUNDATION/ELF 0 DELTA CHORD CN CHORD I?CAPIK NORTH FINALIELEVS. 04- 23- 18 2407-18 TtflB FjYJIL1) INo1PR0PrRTY FOES NOT LIE WITHIN %Rn.) 4714 GRSEPlAFEYE 'FOW7` 011 jjjj hf t_ s' FAHjIf;HTD too YEAR FLOOD PLANE AS PER JAKiEs COTT, RL+S # 4801 0NE t4Ap I 12117CO09OF (09--28-07)