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Home My WebLink About2262 Kelmscott Ct 17-3373; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 33 3 STATEMENT NUMBER: 17100009 BUILDING APPLICATION #: 17-10000948 BUILDING PERMIT NUMBER: 17-10000948 DATE: December 29, 2017e 5 , q UNIT ADDRESS: KELMSCOTT CT 2262 17-20-31-5VC-0000-0800 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: NVR INC. DBA RYAN HOMES ADDRESS: 4307 VINELAND RD H-20 ORLANDO FL 32811 LAND USE: KENSINGTON RESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2262 KELMSCOTT COURT/ KENSINGTON RESERVE LOT 80 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE 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 Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: nGPI.0 -A C> SIGNATURE: PLEA E PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT ) NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE 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 NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. p 11-7 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION F D Application No: Olt t / - Documented Construction Value: $ 0>;LK5 $ ZQ 3 LASS ,Ob ID Job Address: 2?-L-2—Kelmscott Court, Sanford, FL 32773 Historic District: Yes No X Parcel ID• 17-20-31-5VC-0000-0800 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move 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 NVR INC. dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd #H20 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 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 laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code M4 Revised: June 30, 2015 Permit Application 4 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 11 /14/2017 11 /14/2017 Signature of Owner/Agen Date Signature of Co ctor/Agent Date Vicky Otero Print Owner/Agent's Name 11 /14/2017 Signature of Notary- TRACY LEIGH MCDONALD MY COMMISSION # FF925012 EXPIRES October 06, 2019 i=i(!7) 39a-0?53 FladdaNcuaySorvice con, Owner/Agent is X Personally Known to Me or Produced ID Type of ID Vicky Otero Print Contractor/Agent's Name 11/14/2017 Signature of Notary-Stat ti„ -- " — TRACY LEIGH MCDONALD MY COMMISSION # FF925012 EXPIRES October 06. 2019 C7;'9?-e'S3 Fiorioallota vSeryice con• Contractor/ Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building © Electrical Rr Mechanical 2 Plumbing Gas Roof Construction Type: v3 Occupancy Use: P-3 Flood Zone: •X • 5ET ATTgtC OED Total Sq Ft of Bldg: V14t$ Min. Occupancy Load: 4 # of Stories: -?— New Construction: Electric - # of Amps 2c-0 Plumbing - # of Fixtures a Fire Sprinkler Permit: Yes No & # of Heads APPROVALS: ZONING: 1 It UTILITIES: COMMENTS: ENGINEERING: V4-rC- % t - Z 1-1-7 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 38. 5'01- -m f LO," ID Vsl - 61 &F- Fire Alarm Permit: Yes No 19 WASTE WATER: BUILDING: 5i:!'. I-3—8 Revised: June 30, 2015 Permit Application REQIUEST !FOR 'TUG & 1PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: j 11 Project Name. Kensington Reserve Project Address: (^,rii C+ Building Permit 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. 3. 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 GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Lattanzi - Ryan Homes Print Name of Owner/Tenant Signatur of Ow enant JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/10/15) Robert Lattanzi - Ryan Homes Print Name of G Contractor Og Signature of Gen. Contractor CBC1257565 Gen. Contractor License # Progress Energy Florida Power and Light Scott L Easterbrook - Palmer Electric Print Name of El. Contractor Signature of El. Contractor EC0003096 El. Contractor License # on _/ / THIS INSTRUMENT PREPARED BY: Name: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 NOTICE OF COMMENCEMENT Permit Number: 17-3373 GRANT NAL0'f v SENINOLE COUNTY C:LE"RK OF' CIRCUIT COURT & CONKROLLER BK QO 7 F's 1227 (1F'3s) CLERKJS x 201E004743 RECORDED 01/12/2013 1"..33.5-0 PN REC:ORDII•IG FEES $10 e 0 l RECORDED BY tide ore - Parcel ID Number: 17-20-31-5VC-0000-0800 The undersigned hereby gives notice that improvement will be made to certain real property, and in accgr JtFt i k ap tgrr7t13,tIr,Cnn, S tes, the following information is provided in this Notice of Commencement. cClEq'(0F T'r(E CIRCUi T COURT ' 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) CLEAN CON -* 1 a I-cZ 1 Lot # 80 of Kensington Reserve 2262 Kelmscott Court / ce..a:Jt,t K ('E711 f11TY. FLC) `!._ /.6 2. GENERAL DESCRIPTION OF IMPROVEMENT: Date Construction of Single Family Home Residential 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: NVR Inc. dba Ryan Homes- 4307 Vineland Rd, Suite H-20 Orlando FL 32811 Interest in property: Fee Simple Title Holder (if other than owner listed above) Name: NA Address: 4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes Phone Number: 407-692-9820 Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 5. SURETY (If applicable, a copy of the payment bond is attached): Name: NA Address: Amount of Bond: 6. LENDER: Name: Phone Number: Address: 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Dayna Whitson Phone Number: 407-692-9820 Address: 4307 Vineland Rd Suite H-20, Orlando FL 32811 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. signatureVowner or Lessee, or Owners or Lessee's Authorized Officer/Director/Partner/Manager) Dayna Whitson Assistant Secretary Print Name and Provide Signatory's Title/Office) State of Florida County of Orange The foregoing instrument was acknowledged before me this fi day of , 20 18 by Tracy McDonald Who is personally known to me [C OR Name of person making statement who has produced identification type of identification produced: k,. TRAC`J' LEICH MCDONALD My COMMISSION it FF925012 EXPIRES October 06. 2019 398-0'.53 FbritlaNetdry6ervice ccm Notary i ture CITY OF VANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 88,765 Job Address: 2262 Kelmscott Court, Sanford, FL 32773 Historic District: Yes No X Parcel ID: 17-20-31-5VC-0000-0800 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: New Single Family Residence Plan Review Contact Person: Vicky Otero Phone: 407-692-9820 Fax: Name NVR INC. dba Ryan Homes Street: 4307 Vineland Rd #H20 City, State Zip: Orlando FL 32811 Title: Production Admin Email: votero@nvrinc.com Property Owner Information Phone: 407-692-9820 Resident of property? : _ 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 Arch itectlEngineer Information Name: AB Design Street: 1441 N Ronald Reagan Blvd City, St, Zip: Longwood FL Bonding Company: Address: N/A Phone: 407-774-6078 Fax: E-mail: brian@abdesigngroup.com Mortgage Lender: Address: N/A WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and -air -conditioners, etc. ......... ....... FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 11/14/2017 11/14/2017 Signature of Owner/Age n Date Signature of Co etor/Agent Date Vicky Otero Print Owner/Agent's Name 11/14/2017 Signature of Notary- fate of F4oei TRACY LEIGH MCDONALD MY COMMISSION # FF925012 EXPIP.ES October 06. 2019 r 14071393-0'53 F1orldallof_9^/Ser01Ce corr Owner/Agent is X Personally Known to Me or Produced ID Type of ID Vicky Otero Print Contractor/Agent's Name 11/14/2017 Signature of Notary-Stat rida- --- 'Dm -' - V.P TRP.CY LEIGH MCDONALD MY COMMISSION # FF925012 w • •r' EXPIP.ES October 06. 2019 1 rb07; 393-0'S3 FtorioaNaWyservrce con, Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # 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 e 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: Ft_ Zip Code: 32811 Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com Property Address: 2262 Kelmscott Court Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0800 Phone Number: 407.692.9820 Email: votero@nvrinc.com The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) n OFFICIAiL USE ONLY L 4 =„ 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: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3373 Reviewed by: Michael Cash, CFM Date: November 21, 2017 0 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & ctiO 77- Landscaping in Right -of -Way 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 c jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kaowrrbar'cbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbetoreyoudlg 1. Project Location/Address: 2. Proposed Activity: 2262 Kelmscott Court, Sanford, FL 32773 0 Driveway Walkway 3. Schedule of Work: Start Date 4. Brief Description of Work: Completion Date Construction of New Single Family Home This application is s bmitted by: Property Owner Signature: Address: 4307 Vinela d #H-20 Orlando, FL 32811 Phone: (407) 692-9850 Fax: Other: Print Name: Vicky Otero Emergency Repairs Email: votero@nvrinc.com Date: 11/14/2017 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 installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permiriee 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 Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, 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 right-of-way. I have read Signature: Pre -pour Inspection by: nd the above statement and by signing this application I agree to its terms. Date: 11 /14/2017 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities A Date: Approved: Engineering Date: 1 CY Site Inspected by: Date: Special Permit Conditions: November2015 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: (( 141 (-1 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): X Expiration Date for This Limited Power of Attorney: May 20,2018 License Holder Name: Robert Lattanzi State License Number: Signature of License B STATE OF FLORIDA rRr1')S7SgS T 3 COUNTY OF Orange The foregoing instrument was acknowledged before me this 14' day of \/ , 200 17 , by Robert Lattanzi who is tpeknown to me or who has produced as identification and who did (did not) take an oath. cam` - Signature Notary Seal) TRACY LEIGH MCDONALD c MY COMMISSION # FF925012 q• EXPIRES October 06. 2Ui9 t407; 35,8-0153 Flondallota'vSeINICe con, Rev. 08.12) a mcnaci a Print or typb name Notary Public - State of Commission No. ZS a ("2_ My Commission Expires: cs V 11 /14/2017 SCPA Parcel View: 17-20-31-5VC-0000-0800 Property Record Card D uJo,CFA SEn O:C.CdU+'n! Parcel: 17-20-31-5VC-0000-0800 Owner: BRISSON WEST PROJECT I LLC Property Address: 2262 KELMSCOTT CT SANFORD, FL 32773 Parcel Information Parcel 17-20-31-5VC-0000-0800 Owner BRISSON WEST PROJECT I LLC Property Address 2262 KELMSCOTT CT SANFORD, FL 32773 Mailing Subdivision Name Tax District DOR Use Code 10100 INNOVATION DR STE 410 DAYTON, OH 45342 KENSINGTON RESERVE S1-SANFORD 00-VACANT RESIDENTIAL Exemptions Value Summary 2018 Working Values 2017 Certified Values Valuation Method Cost/Market i Cost/Market Number of Buildings 0 0 Depreciated Bldg Value I Depreciated EXFT Value Land Value (Market) 14,000 14,000 Land Value Ag Just/Market Value " 14,000 14 000 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 P&G Adj 0 0 Assessed Value i $14,000 14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description LOT 80 KENSINGTON RESERVE PB 81 PGS 86-92 Taxes Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 i 0 14,000 Schools 14,000 0 , 14,000 City Sanford 14,000 [ 0 14,000 SJWM(Saint Johns Water Management) 14,000 i 0 14,000 County Bonds 14,000 0 14,000 Sales Description TDate Book I Page Amount Qualified Vac/Imp No Sales Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT 1 i 14,000.00 $14,000 Building Information Permits..__ ............. i Permit # TDescription Agency Amount CO Date Permit Date http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=1720315VC00000800 1/2 A R C N I T E C T t SQ.FT. CALC.'S IST FLR LIVING SO4 SO. FT. 2ND FLR LIVING 1265 SO. FT. TOTAL LIVING 2,16'a SO. FT. ENTRY 40 SCL FT. GARAGE 4413 SO. FT, LANAI 140 Sa FT. TOTAL 2,198 SO. FT. Cq OPENr AM CLAMM WIND LOADS BASIC MO EIp:OBIRE FCII01E00ND OJHW CALL • OCIUAFIEA E81I"0 MCM IYD'RI NBfi1T ZONE M WH MIO 1 112 161-01 x IVY 84' 5 24M/-30J6 2 24 3080 DR 36. 4 21.T5/-3605 3 T1 25-SH 38' 63' 4 28.45/-3015 3A I1 25-54 38. 63' S 26.45/-31.46 3E 33 2) 25-6H 16' 63' 5 2113/-34E0 4 64 6080 SW 14' 56' 5 263V.3330 WIND DESIGN CRITERIA A. B451C WIND SPEED MPH !3 5ECOND GUST) VlJLT.150 / VASD.116 MPH B. INTERNAL PRESSURE COEFFICENT.-.18 C. RISK CATEGORr.TYF'E II D. EXf-JSUSE CATEGORY C NOTE: VALUES FOR COMF'ONENTS L CLADDING PRESSURE ARE BASED ON THE Vult DE6KaN WIND SPEED. FBGR 9TH ED. (2014) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 06 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY FR.ODUCT MANUFACTURERS. NOTE. L PRIOR TO DRM&L WTALLATWN ON ALL FRAMM MBWM 2'-& FROM T1E FNM R DM WLL BE SPRAYED AND TREATED W 'BORATE' A TEI n TREATED SPRAY C M.TcF-j CFUMB nil m li' OG A CABINET SECTION a, 2 ro e Iri — — — — — BOX BEAM TO HATCH COLLM UID I I LANAI I I µ'-VAC-O' W-4' CL.Ia II I II I l2125-SN I I 6080 9GD I 3B O m 3A Hs GREAT ROOM e e 28'-4'xl5'-0' O k6 PORT A 4X6 F06 r LBW C LBW 75, T 4t1" FED 5w P I O 8' CLC. aB T T SINKow KTTCHEN o Till r-41CL& i'•III MUD ROOM 111C T T Y-4' T RAME F==--=I T — — — — OFOYER FEE Y-4' CLr. O MT. BL SND o WM e y r O m tt\ v BOLLARD 3'-6' 2 CAR GARAGE 20'g0 LAFDNG 2 CLr v ENTRY 1- 4' Q4 FIRST FLOOR PLAN SCALE: I/4 . I'-0' ELEVATION 'B' 5'- 10' LIME OF 2ND FLOOR ABOVE 161- 0' x T-o' ago O l_ A Gesn rou Ina 1441 N. RONALD REAGAN BLYD. LONG WOOD, FL 32T50 PH: 407-7746078 FA%: 407-7743071 n . eEtlesigngm"p.mm AA N: 0003325 IllYle! 9U] BD1Y. dt M-774 KENSINGTON RESERVE LOT # BO) MODEL• LARGO VERSIONg01) PROJECT: 2997. 000 PAGE: FIRST FLOOR PLAN ELEVATION — A" ELA) DATE: 11/6/17 E3MEET 3 OF' 9 OOIPOFHR AND CLAMM WM LOADS BMIC WM oaOBlue PCR 3 SOQO O = CALL POM vwim MOM SIZE Z@E M 1PH WM H9aTACEDFBOMMON 1 15 SH 36' 61' 5 28b5/-31E5 IA 5 31' bl' 4 18b51-3WEGKSGTEEJ7P 15 15 3 36' 61' 5 18b5/-31R5 2 5 3MI-54 TEMP, EGRESS 36' 61' 5 18b5/-31h5 3 5 3051- 36' 61' 4 28b5/-3U4 4 5 305154 36' 61' 5 28b5/-3196 4A 5 SW 36' 61' 4 2865/-31.I4 5 12 3040-S4 TEM 36' 48' 5 2SM-38.10 b 5 3051-844 36' 61' 4 28b5/-31.14 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT.150 / VASD•116 MPH B. INTERNAL PRESSURE COEFFICENT• • .15 C. RISK CATEGORY -TYPE II D. EW-05UIRIE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDMG PRESSURE ARS BASED ON THE Wlt DESIGN WIND 5PEED. FEWCIR 5TH ED. (2014) ALLOWS THESE PRESSURE5 TO BE HULTIFLIED BY 0.6 TO HEFT THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANFACTUIRERS. . FiOIELMRCR TO DRMALL 16TALLATIGN GN ALL FRANN6 TET'BERS 70 FROM TFE MSH ROOK WLL SE SPRAYED AND TREATED VV VORATE' A TERM TREATED SPRAT SECOND FLOOR PLAN SCALE: 1/4 . P-0' ELEVATION 'B' LW OF GT P06T e A R C H I T E C T S Design Grou I 1441 N. RONALD RMGAN BLVD. LONGWOOD, FL32TSO PH: 40T-774S078 FAK407-T 7"078 abde lCnLmup.mm AA p: 0003325 E 8 E 0 t c 0 suBDIV. & LAT: KENSINGTON RESERVE LOT #80) MODEL LARGO VERSION#01) PROJECT#: 2997.000 PAGE: SECOND FLOOR PLAN pr DATE: 11 /6 /17 SCALE: 1/4"=l'—O" SHEET 4 OF 9 REQUIRED INSPECTION SEQUENCE RYAN HOMES SFR-DETACHED Permit # 1'1 - 2,-2,7 3 Address: Y P c_,.Acv- -rT BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 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 PLUMBING PERMIT _ Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot80KensingtonReserveLargoBGRS Builder Name: RYAN HOMES Street: 2262 KELMSCOTT COURT Permit Office: SEM NOLE City, State, Zip: SANFORD, FL, 32773 Permit Number:# 7 - 3 3 7 3 Owner: Jurisdiction: 691 0 SAre' Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 21. New construction or existing New (From Plans) 9. Wall Types (2524.0 sqft.) Insulation 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1208.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 966.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 350.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1301.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1301.00 ft2 6. Conditioned floor area above grade (ft2) 2154 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(230.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 430.8 a. U-Factor: Dbl, U=0.54 182.56 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 34.8 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 32.6 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.082 ft. Area Weighted Average SHGC: 0.298 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1301.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 904.00 ft2 b. Conservation features b. Floor over Garage R=11.0 397.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 63.98 Glass/Floor Area: 0.107 Total Baseline Loads: 64.58 PASS I hereby certify that the plans and sp ifications covered by Review of the plans and 1`f% STA" this calculation are in compliance h the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: k "` Before construction is completed DATE: 11-1n-17 Scott Pratt this building will be inspected for compliance with Section 553.908 11 I hereby certify that this build n designed, is in compliance Florida Statutes. Cabe with the Florida Energy Cod C OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: -fit Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and 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). 11/10/2017 9:14 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FnRM R40S-217114 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot80KensingtonReserveLarg Bedrooms: 4 User Conditioned Area: 2154 Total Stories: 2 1 Worst Case: No RYAN HOMES Rotate Angle: 0 SEMINOLE Cross Ventilation: No 691000 Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 80 KENSINGTON RESE 2262 KELMSCOTT CO Seminole SANFORD , FL , 32773 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2154 18309 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2154 18309 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main _--- ---- 2 Slab -On -Grade Edge Insulatio Main 103.5 ft 397 ft2 904 ft2 11 0.16 0 0.84 0.39 0 0.61 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1371 ft2 216 ft2 Medium 0.85 N 0.85 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1301 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1301 ft2 0.11 Wood 11/10/2017 9:14 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below A Ornt TO Wall Type Space 1 E Exterior Frame - Wood Main 13 45 6 8 0 364.0 ft2 0 0.23 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 27 0 9 4 252.0 ft2 0 0 0.6 0 3 S Exterior Frame - Wood Main 13 30 0 8 0 240.0 ft2 0 0.23 0.6 0 4 S Exterior Concrete Block - Int Insul Main 4.1 8 6 9 4 79.3 ft2 0 0 0.6 0 5 W Exterior Frame - Wood Main 13 45 6 8 0 364.0 ft2 0 0.23 0.6 0 6 W Exterior Concrete Block - Int Insul Main 4.1 38 0 9 4 354.7 ft2 0 0 0.6 0 7 N Exterior Frame - Wood Main 13 30 0 8 0 240.0 ft2 0 0.23 0.6 0 8 N Exterior Concrete Block - Int Insul Main 4.1 20 0 9 4 186.7 ft2 0 0 0.6 0 9 Garage Frame - Wood Main 13 37 6 9 4 350.0'ft2 0 0.23 0.3 0 10 N Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft2 0 0 0.6 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated Main None 25 3 8 24 ft2 2 Wood Main None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Metal Low-E Double Yes 0.54 0.31 12.0 ft2 1 ft 0 in 1 ft 2 in None Exterior 5 2 E 1 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 1 ft2 in None Exterior 5 3 S 3 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 1 ft2 in None Exterior 5 4 S 3 Metal Low-E Double Yes 0.54 0.31 30.5 ft2 1 ft 0 in 3 ft 1 in None Exterior 5 5 W 5 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 1 ft2 in None Exterior 5 6 N 7 Metal Low-E Double Yes 0.54 0.31 30.5 ft2 1 ft 0 in 1 ft 2 in None Exterior 5 7 N 8 Metal Low-E Double Yes 0.54 0.31 32.4 ft2 1 ft 0 in 10 ft 10 in None Exterior 5 8 N 8 Metal Low-E Double Yes 0.62 0.25 48.0 ft2 11 ft 0 in 0 ft 6 in None Exterior 5 9 S 3 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 5 ft 6 in Drapes/blinds Exterior 5 10 W 6 Metal Low-E Double Yes 0.54 0.31 16.2 ft2 1 ft 0 in 10 ft 10 in Drapes/blinds Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 449 ft2 449 ft2 33 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000378 2136.1 117.27 220.54 3398 7 11/10/2017 9:14 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 32.6 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.8 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 0.95 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ftz DUCTS Supply ---- Return --- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 430.8 ft Attic 107.7 ft Default Leakage Main Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin j Heating EX Jan Feb Jan Feb Mar Mar j j Apr APr f Ma rj Jun riJul [ X] AugX] May Jun Jul [ ]AuE Se [ ] SeP [ ]Oct Oct Nov Nov Dec Dec Ventin [[ Jan Feb X Mar X] A r [ Ma Jun Jul [ ] Aug Se [X] Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/10/2017 9:14 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software . Page 4 of 4 FORM R40572014 11 ENERGY PERFORMANCE LEVEL. EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 2262 KELMSCOTT COURT, SANFORD, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area a. Frame - Wood, Exterior R=13.0 1208.00 ft2 2. Single family or multiple family Single-family b. Concrete Block - Int Insul, Exterior R=4.1 966.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 350.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1301.00 ft2 6. Conditioned floor area (ft2) 2154 b. N/A R= ft2 c. N/A R= ft2 7. Windows- Description Area 11. Ducts R ft 2 a. U-Factor: Dbl, U=0.54 182.56 ft2 a. Sup: Attic, Ret: Attic, AH: Main 6 430.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.62 48.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 34.8 SEER:15.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 32.6 HSPF:8.50 Area Weighted Average Overhang Depth: 3.082 ft. Area Weighted Average SHGC: 0.298 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 904.00 ft2 a. Electric EF: 0.95 b. Floor over Garage R=11.0 397.00 ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspec 'on. Otherwise, a new EPL Display Card will be completed based on installed Code compli n a res. Builder Signature: Date: 11/13/2017 Address of New Home: 2262 Imscott Court City/FL Zip: 32773 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. 11/10/2017 9:14 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 Prescriptive Methods ADDRESS: 2262 KELMSCOTT COURT Permit Number: SANFORD , FL, 32773 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 card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 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)(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. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) 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. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)0,11 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)(f), (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 L/min) 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/10/2017 9:14 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 (13°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). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with 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. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/10/2017 9:14 AM EnergyGauge@ USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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 falling 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-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. 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. O , R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/10/2017 9:14 AM EnergyGauge® 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: Lot80KensingtonReserveLargoBGRS Builder Name: RYAN HOMES Street: 2262 KELMSCOTT COURT Permit Office: SEMINOLE City, State, Zip: SANFORD , FL, 32773 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls,. Fireplaces shall have gasketed doors 11/10/2017 9:15 AM . EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot80KensingtonReserv... wlreghtsofte p p Date: 7/25/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING wry Project llnform"ationss. < < s=+^hw„,. e,.,_,a, srx For: RYAN HOMES 2262 KELMSCOTT COURT, SANFORD, FL 32773 P Cooling Equiprnentaksr . > ze t. +. Design Conditions Outdoor design DB: 92.5°F Sensible gain: 25504 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.2°F Latent gain: 3529 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 29033 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH P Manufacturer: Goodman Mfg. Actual airflow: 1160 cfm Sensible capacity: 27611 Btuh Latent capacity: 3689 Btuh Total capacity: 31300 Btuh Model: GSZ140361K+ASPT47D14A 108% of load 105% of load 108% of load SHR: 88% HeatingEquipmenSit. i...,.. ,.'"m. .. 4 Y,r=., .a,Scexax Design Conditions Outdoor design DB: 42.3°F Heat loss: 21937 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH P Manufacturer: Goodman Mfg. Model: GSZ140361K+ASPT47D14A Actual airflow: 1160 cfm Output capacity: 32112 Btuh 146% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 0 kW 0% of load Temp. rise: 0 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 69.6°F Capacity balance: 33 OF Economic balance: -99 OF 2017-Nov-10 09:06:54 wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 C+...veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S pComonent Constructions Job: Lot80KensingtonReserv... wraghtsoft® Date: 7/25/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: RYAN HOMES 2262 KELMSCOTT COURT, SANFORD, FL 32773 fi Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) 16 ( M) Method Simplified Wet bulb (°F) 76 Construction quality Semi -tight Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft' °F ft'-°FBtuh BtuhM Btuh Btuh/fF Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board intfnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.08 ft window ht, 1.17 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 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, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 11 ft overhang (8 ft window ht, 0.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4 ft window ht, 1.17 ft sep.); 6.67 ft head ht n 210 0.091 13.0 2.52 528 2.85 596 e 337 0.091 13.0 2.52 849 2.85 959 s 179 0.091 13.0 2.52 451 2.85 510 w 349 0.091 13.0 2.52 879 2.85 993 all 1074 0.091 13.0 2.52 2707 2.85 3057 n 198 0.201 0 5.57 1104 5.29 1050 e 251 0.201 0 5.57 1398 5.29 1330 s 55 0.201 0 5.57 307 5.29 291 w 320 0.201 0 5.57 1781 5.29 1693 all 824 0.201 0 5.57 4589 5.29 4364 331 0.091 13.0 2.52 834 1.45 480 n 31 0.540 0 15.0 456 14.1 429 e 15 0.540 0 15.0 228 33.9 516 s 61 0.540 0 15.0 912 14.3 875 w 15 0.540 0 15.0 228 33.9 516 all 122 0.540 0 15.0 1825 19.2 2337 n 33 0.540 0 15.0 489 14.1 460 w 34 0.540 0 15.0 502 33.9 1137 all 66 0.540 0 15.0 991 24.1 1597 n 48 0.620 0 17.2 824 16.1 772 e 12 0.540 0 15.0 179 33.9 406 2017-Nov-10 09:06:54 At * wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 1M...veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S Doors 11 DO: Door, wd sc type Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" gypsum board int fnsh Floors 20P-11t: Fir floor, frm fir, 12" thkns, r-11 cav ins, gar ovr 22A-tpl: Bg floor, light dry soil, on grade depth s 24 0.390 n 18 0.390 all 42 0.390 1301 0.032 397 0.078 104 0.989 0 10.8 259 12.0 289 0 10.8 193 12.0 215 0 10.8 452 12.0 504 30.0 0.89 1153 1.74 2263 11.0 2.16 857 1.12 444 0 27.4 2835 0 0 2017-Nov-10' 09:06:54 wri htsoft' Ri ht-Suite® Universal 2017 17.0.23 RSU238289g Page 2 iCC...veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S For: RYAN HOMES 2262 KELMSCOTT COURT, SANFORD, FL 32773 Notes: L.S. 11-10-17 SRP n T. x.Designlnfo.rmationvF° Weather: Orlando/Jetport, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 19915 Btuh Structure 21278 Btuh Ducts 2022 Btuh Ducts 4226 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 21937 Btuh Use manufacturer's data y Rate/swing multiplier Equipment sensible load 1.00 25504 BtuhInfiltration Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 2459 Btuh Ducts 1069 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) load 3529 BtuhArea (ft2) 2154 2154 Equipment latent Volume (ft3) 18822 18822 Air changes/hour 0.28 0.15 Equipment Total Load (Sen+Lat) 29033 Btuh Equiv. AVF (cfm) 88 47 Req. total capacity at 0.75 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI... Model GSZ140361 K Cond GSZ140361 K AHRI ref :8242629 Coil ASPT47D14A AH R I ref :8242629 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 26100 Btuh Heating output 32600 Btuh @ 47°F Latent cooling 8700 Btuh Temperature rise 26 OF Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.053 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point = 33 OF Backup: Input = 0 kW, Output = 0 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl IhtSOft' 2017-Nov-10 09:age 1C9Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 ACCA...veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S wrightsoft° Right-M 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: Lot8OKensing ton ReserveLa... Date: 7/25/2015 By: FJF 1 Room name Entire House great rm 2 Exposed wall 254.5 ft 62.0 ft 3 Room height 8.5 ft 9.3 ft heat/cool 4 Room dimensions 30.0 x 16.0 ft 5 Room area 2205.8 ft2 480.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+l 12C-0sw 0,091 n 2.52 285 240 210. 528 596 0 0 0 0 L 2A-20m 0.540 n 14.96 14.08 31 0 456 429 0 0 0 0 0. 201 n 5.57 5.29 279 198 1104 1050 279 198 1104 1050 Ti13A- 2ocs 2A- 2om 0.540 n 14.96 14.08 33 0 489 460 33 0 489 460 11 2A-2omd 0.620 n 17.17 16.08 48 0 824 772 48 0 824 772 0. 091 a 2.52 2.85 364 337 849 959 0 0 0 0 Tj12C- 0sw 2A- 2om 0.540 a 14.96 33.86 12 0 179 406 0 0 0 0 2A- 2om 0.540 e 14.96 33.86 15 0 228 516 0 0 0 0 W 13A-2ocs 0.201 a 5.57 5.29 251 251 1398 1330 149 149 828 788 j 12C-0sw 0.091 s 2.52 2.85 240 179 451 510 0 0 0 0 G 2A-2om 0.540 s 14.96 14.34 61 51 912 875 0 0 0 0 y/ 13A-2ocs 0.201 s 5.57 5.29 79 55 307 291 0 0 0 0 L- D 11D0 0.390 s 10.80 12.03 24 24 259 289 0 0 0 0 12C- Osw 0.091 w 252 2.85 364 349 879 993 0 0 0 0 G 2A-2om 0.540 w 14.96 33.86 15 0 228 516 0 0 0 0 y/ 13A-20cs 0.201 w 5.57 5.29 353 320 1781 1693 149 115 642 610 G 2A-2om 0.540 w 14.96 33.86 34 0 502 1137 34 0 502 1137 P 12C-0sw 0.091 2.52 1.45 349 331 834 480 0 0 0 0 11DO 0.390 n 10.80 1203 18 18 193 215 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 1301 1301 1153 2263 0 0 0 0 F POP -lit 0.078' 2.16 1.12 397 397 857 444 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 905 104 2835 0 480 62 1699 0 6 c) AED excursion 0 31 Envelope loss/gain 17249 16225 6088 4848 12 a) Infiltration 2666 902 708 240 b) Room ventilation 0 0 01 0 13 Internal gains: Occupants @ 230 5 1150 4 920 Appliances/ other 1 3000 600 Subtotal ( lines 6 to 13) 199151 21278 6796 6607 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19915 21278 6796 6607 15 Duct loads 10 % 20 % 2022 4226 O°/ 0 % 0 0 Total room load 21937 25504 6796 6607 Air required (cfm) 1 1 11601 1160 359 301 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i wri FtltsofC 2017- Nov-10 09:ge 1 A 9 Right-Suite®Universal 2017 17.0.23 RSU23828 Page veLargoBGRS\ Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S wrightsoft° Right-M 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: Lot80KensingtonReserveLa... Date: 7/25/2015 By: FJF 1 Room name pdr mud rm 2 3 Exposed wall Room height 8.0 ft 9.3 ft heat/cool 6.0 ft 9.3 ft heat/cool 4 5 Room dimensions Room area 4.5 x 8.0 ft 36.0 ft2 6.0 x 6.0 ft 36.0 ftz Ty Construction number U-value Btuh/ftz-°F) Or HTM Btuh/ftz) 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 11 Vl/. t--C; 12C-0sw 2A-2om 2A-2om 2A-2cmd 12C-Osw 2A-2om 2A-2om 0.091 0.540 0.201 0.540 0.620 0.091 0.540 0.540 n n n n n a e e 2.52 14.96 5.57 14.96 17.17 2.52 14.96 14.96 2.85 14.08 5.29 14.08 16.08 285 33.86 33.86 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T= 13A-2ocs G G W V t-G t-D 13A-20cs 12C-0sw 2A-2om 13A-2ocs 11D0 12C-0sw 2A-2om 13A-20cs 2A-2om 12C-0sw 0.201 0.091 0.540 0.201 0.390 0.091 0.540 0.201 0.540 0.091 a s s s s w w w w 5.57 2.52 14.96 5.57 10.80 2.52 14.96 5.57 14.96 2.52 5.29 285 14.34 5.29 12.03 285 33.86 5.29 33.86 1.45 0 0' 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 414 0 0 0 0 0 0 0 0 0 394 0 0 56 0 0 0 0 0 0 0 0 79 56 0 0 0 0 0 0 0 0 61 311 0 0 0 0 0 0 0 0 154 295 0 0 0 0 0 0 0 0 89 y/ L-G Vj/ t---G P 11 DO 1613-30ad 200-11t 0.390 0.032 0:078 n 10.80 0.89 2.16 12.03 1.74 1.12 0 0 0 0 0 0 0 0 0 0 0 0"" 18 0 0. 18 0 0 193 0 0 215 0 0 C F F 22A-tol 0.989 27.40 0.00 36 8 219 0 36 6 164 0 6 c) AED excursion 17 26 Envelope loss/gain 633 376 822 574 12 a) Infiltration b) Room ventilation 91 1 0 31 0 69 0 23 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 1 0 0 0 0 Subtotal (lines 6 to 13) 725 407 8911 597 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 00/0 00/0 0 0 0 725 0 0 0 0 407 0 0 % 0 % 0 0 0 891 0 0 0 0 597 0 Total room load Air required (cfm) 725 1 38 407 19 1 891 1 47 597 27 Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed. wright5oft- Ri ht-Suite® Universal 2017 17.0.23 RSU23828 2017-Nov-10 09:ge 2gPage vel.argoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S I- wrightsoft° Right-M 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: Lot80KensingtonReserveLa... Date: 7/25/2015 By: FJF 1 Room name kitchen mstr rm 2 Exposed wall 27.5 ft 30.5 ft 3 Room height 9.3 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 352.5 ft 1.0 x 251.5 It 5 Room area 352.5 ft2 251.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vj! 12C-Osw 0.091 n 2.52 285 0 0 0' 0 108.-: 78 195 221 L-G 2A-2om 0.540 n 14.96 14.08 0 0 0 0 31 0 456 429 13A-20cs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 GG 2A-2omd 0.620 n 17.17 16.08 0 0 0 0 0 0 0 0 12C-0sw 0.091 a 2.52 2.85 0 0 0 0 0 0 0 0 T_j 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 W 13A-2ocs 0.2,01 e 5.57 5.29 47 47 259 246 0. 0 0 0 VLG12C-Osw 0.091 s 2.52: 285 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 yl 13A-2ocs 0.201 s 5.57 5.29 79 55 307 291 0 0 0 0 L--D 11DO 0.390 s 10.80 12.03 24 24 259 289 0 0 0 0 0.091 w 2.52 2.85 0 0 0 0 136 136 343 387 t12C-0sw G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 w 5.57 5.29 130 130 725 689 0 0 0 0 t---G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 PI 12C-Osw 0.091 2.52 1.45 270 270 680 391 0' 0 0 0 L-0 11DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.89 1.74 0 0 0 0 252 252 223 437 F- 20P.11t 0.078, 2.16 1.12 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 353 28 753 0 0 0 0 0 6 c) AED excursion 132 99 Envelope loss/gain 2983 1775 1217 1376 12 a) Infiltration 314 106 300 101 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 1200 1 600 Subtotal (lines 6 to 13) 3297 3081 1517 2307 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 3297 0 3081 0 1517 0 2307 14 15 Subtotal Duct loads 0% 0% 0 0 251% 40% 374 921 Total room load 3297 3081 1891 3228 Air required (:fm) 1741 140 1 100 147 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri ht5oft" 2017-Nov-10 09:age 39Right -Suite® Universal 2017 17.0.23 RSU23828 Page 3 p`...veLargoBGRS\Lot8OKensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S f wrightsoft' Right-JO 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: Lot8OKensingtonReserveLa... Date: 7/25/2015 By: FJF 1 Room name rm 3 wic rm 2 2 Exposed wall 12.0 ft 7.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 5.0 ft 1.0 x 149.8 ft 5 Room area 35.0 ftz 149.8 ftz Ty Construction U-value Or HTM Area (ft Load Area (ft9 Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6. Vf12C-Osw 0.091 n 2.52 2.85 0 0 0 0 0 0 0. 0 G 2A-2om 0.540 n 14.96 14.08 0 0- 0 0 0 0 0 0 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 T= 13A-20cs 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2omd 0.620 n 17.17 16.08 0 0 0 0 12C-0sw 0.091 a 2.52 2.85 0 0 0 0 0 0 0 0 0 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 33.86 0 0 0 W 13A-2ocs 0.201 0.091 e s 5.57 2.52 5.29 285 0 56 0 41 0 103 0 116 0 36 0 21 0 52 0 59W L -G 12G-Osw 2A 2om 0.540 s 14.96 14.34 15 13 228 219 15 13 228 219 V/ L-D 13A-2ocs 0.201 s 5.57 5.29 0 0 O 0 0 0 0 0 0 0 0 011D00.390 s 10.80 12.03 0 0 0 0 12C-0sw 0.091 w 2.52 285 40 40 101 114 20 20 50 57 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 0 0t---G 2A-20m 0.540 w 14.96 33.86 0 0 0 0 0 0 P 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 35 35 31 61 150 150 133 260 F` 20P'-11t 0.078 2.16 1.12 35 35 76 39'- 84 84 180 93 F 22A-trA 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 10 15 Envelope loss/gain 538 539 644 674 12 a) Infiltration 118 40 69 23 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 0Appliances/other 0 1 Subtotal (lines 6 to 13) 656 579 713 697 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 656 579 713 697 14 15 Subtotal Duct loads 25% 40% 1621 231 251% 40% 176 278 Total room load 818 810 888 47 975 44 Air required (cfm) 43 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft" g 2017-Nov-10 09:age 4 A9 Ri ht-Suite® Universal 2017 17.0.23 RSU23828 Page 4 veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJB House faces: S wrigntsofV Right-JO 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: Lot80Ken sin gtonReservel-a... Date: 7/25/2015 By: FJF 1 Room name rm 3 loth 1 2 Exposed wall 25.0 ft 5.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 14.5 x 10.5 It 11.0 x 5.5 it 5 Room area 152.3 ft2 60.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuhfft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL 12C-Osw 0.091 n 2.52 2:85 0 0 0 0 0 0 0 0 G 2A-2om 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 2A- 2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 LL i 2A-2omd 0.620 n 17.17 16.08 0 0 0 0 0 0 0 0 0. 091 a 2.52 285 84, 84 212 239 44 44 111 125 Ij12C- Osw 2A- 2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 2Ar2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 12C- 0s`w 0:091 s 2.52 285 116 86 216 243 0 0 0 0 2A- 2om 0.540 s 14.96 14.34 31 25 456 437 0 0 0 0 V/ I-- D 13A- 2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 0 0 0 11D00.390 s 10.80 12.03 0 0 0 0 0 yJ 12C-0sw 0.091 w 2.52 2.85 0 0 0 0 0 0 0 0 L-- G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 VI/ 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 L-- G 2A-20m 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.52 1.45 0 0 0 0 0 0. 0 0 D 11DO 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 152 152 135 265 61 61 54 105 F 20P-11i 0.078 2.16 1.12 152 152: 329 170 61 61 131 68 F 22A-tol 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 31 13 Envelope loss/gain 1347 1324 295 285 12 a) Infiltration 246 83 54 18 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) 1593 1408 349 303 Less external load 0 0 0 0 Less transfer 0 0 0 0 0 0 0 Redistribution 0 1593 1408 349 303 14 15 Subtotal Duct loads 25% 40% 393 562 25% 40% 86 121 Total room load 1986 1970 435 425 Air required (cfm) 105 901 23 19 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri htsoft" Ri 9 2017- Nov-10 09:06:54 A_ Fk g Right -Suite® Universal 2017 17.0.23 RSU23828 Page 5 veLargoBGRS\ Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8' House faces: S F- wrightsoftRight-JO 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: Lot8OKen sington ReserveLa... Date: 7/25/2015 By: FJF 1 Room name laundry rm 4 2 Exposed wall 5.5 ft 11.0 It 3 Room height 8.0 ft heat/cool 8.0 it heat/cool 4 Room dimensions 6.5 x 5.5 ft 1.0 x 132.3 It 5 Room area 35.8 ftz 132.3 ft2 Ty Construction U-value Or HTM Area (ft Load Area (112) Load number Btuh/ftz°F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12C-Osw 0.091 n 252 285 0 0 0 0 0 0 0 0 0 G 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A- 20m 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 0 0 0 11 2A-2omd 0.620 n 17.17 16.08 0 0 0 0 0 12C- 0sw0.091 a 252 285 44 44 111 125 88 73 183 207 2A- 26m 0.540 a 14.96 33.86 0 0 0 0 0 0 15 0 0 0 228 0 516 2A-2om 0.540 e 14.96 33.86 0 0 0 N/ 13A-2ocs O.P01 a 5.57 5.29 0 0 0 0 0 0 0 0 12C- 0sw 0.091 s 252 2.85 0 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.34 0 0 0 0 0 0 0 t- D.. 13A- 20cs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 s 10.80 12.03 0 0 0 0 12C- O w 0.091 w 252 2.85 0 0 0 0 0 0 0 0 0 0 L-G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 0 0 t-G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 0 0 PL-- D0 12C-0sw 0.091 252 1.45 0 0 0 0 11 DO 0.390 n 10.80 12-03 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 36 36 32 62 132 132 117 P-30F 20P-lit 0.078 216 1.12 18 18 38 20 0 0: 0 0 F 22A-W 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 34 1 106 Envelope loss/gain 180 173 529 1059 12 a) Infiltration 54 18 108 37 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 0 Appliances/ other 600 Subtotal ( lines 6 to 13) 234 791 637 1096 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 Redistribution 234 791 637 1096 14 15 Subtotal Duct loads 25 % 40 % 58 316 25 % 40 % 157 438 Total room load 292 1107 794 42 1534 70 Air required (cfm) 15 50 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk vwri htSOft' g 2017- Nov-.10 09:ge 6 9Riht-Suite® Universal 2017 17.0.23 RSU23828 Page 6 AC A...veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S FfF wrightsoft° Right-JO Worksheet Job: Date: By: IF L25/2015 nsingtonReserveLa... Entire House FJ: 01 DEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name mstr bth mstr wic 2 Exposed wall 22.0 ft 7.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 111.0 ft 7.5 x 5.0 ft 5 Room area 111.0 ft2 37.5 ft2 Ty Construction Ll-value Or HTM Area (W) Load Area (ft2) Load number Btu1VW-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 12C-Osw 0.091 n 252 2-85 72 72 181 206 60 60 151 171 t -L 2A-20m 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 VL213A-20cs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 2A-2omd 0.620 n 17.17 16.08 0 0 0 0 0 0 0 0 VLt12C-Osw 0.091 e 2.52 285 104 92 232 262 0 0 0 0 2A-2om 0.540 e 14.96 33.86 12 0 179 406 0 0 0 0 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 e 5.57 5.29 0 0 0 0 0 0 0 0 V 12C-0sw 0.091 s 2.52 285 0 0 0 0 0 0 0- 0 L----G 2A-2om 0.540 s 14.96 14.34 0 0 0 0 0 0 0 0 V/ 13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 11 DO 0.390 s 10.80 12.03 0 0 0 0 0 0 0 00 VI/ 12C-Osw 0.091 w 252 2.85 0 0 0 0 0 0 0 0 I---G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 v 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 PI 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 U 11 DO 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.89 1.74 111 111 98 193 38 38 33 65 F 20P-11t 0.078 2.16 1.12 0 0; 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 68 11 Envelope loss/gain 691 1135 184 225 12 a) Infiltration 216 73 74 25 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 01Appliances/other 0 0 Subtotal (lines 6 to 13) 907 1208 258 250 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 907 1208 258 250 15 Duct loads 25% 40% 224 482 25% 4M. 64 100 Total room load 1131 1690 322 350 Air required (cfm) 60 77 17 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f' wrightsoft® Ri ht-Suite® Universal 2017 17.0.23 RSU23828 2017-Nov-10 09: ge 7AGAgPage veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S F wrightsoft, Right-M 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: Lot80KensingtonReserveLa... Date: 7/25/2015 By: FJF 1 Room name mstr wic int mstr we 2 Exposed wall 0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 5.5 x 4.5 ft 5.5 x 4.0 ft 5 Room area 24.8 ft2 22.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtuWft2-IF) Btuhft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 0.091 n 2.52 285 0 0 0 0 0 0 0 0T' G 2A-20m 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 TA13A- 20cs 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 2A-2omd 0,620 n 17.17 16.08 0 0 0 0 0 0 0 0 V 12C-0sw 0.091 a 2.52 285 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 L G 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 e 5.57 5.29 0 0 0 0 0 0 0 0 W 12C-osw 0.091 s 2.52 285 0 0 0 0 0 0 0 0 G 2A-2om 0.540 s 14.96 14.34 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 11DO 0.390 s 10.80 12.03 0 0 0 0 0 0 0 00 Vjl 12C-0sw 0.091 w 2.52 2.85 0 0 0 0 0 0 0 0 G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 y/ 13A-20cs 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 1--G 2A-2om 0,540 w 14.96 33.86 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.52 1.45 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 1613-30ad 0.032 0.89 1.74 25 25 22 43 22 22 20 38 F 20P=11t 0.078 2.16 1.12 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 2 2 Envelope loss/gain 22 41 20 37 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 22 41 20 37 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22 41 20 37 15 Duct loads 25% 401 5 16 25% 40% 5 15 Total room load 27 58 24 51 Air required (cfm) 1 3 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. F wr1ghtsoft" 2017-Nov-10 09:age 8Right -Suite® Universal 2017 17.0.23 RSU23828 Page veLargoBGRS\Lot80KensingtonRes erveLargoBGRS.rup Calc = MJ8 House faces: S wrightsoft° Right-J® 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: Lot80KensingtonReserveLa... Date: 7/25/2015 By: FJF 1 Room name loft 2 3 Exposed wall Room height 25.0 ft 8.0 ft heat/cool 4 Room dimensions 1.0 x 289.0 ft 5 Room area 289.0 ft2 Ty Construction number U-value Btuh/ftz-'F) Or HTM Btuh/ftz) Area (ft2) or perimeter (ft) Load Btuh) Area or perimeter Load Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 y/ L 12C-Osw 2A-tom 13A-20cs 2A-2omd 12C-0sw 2A-2om 2A-2om 13A-2ocs 12C-0sw 0.091 0.540 0.201 0.540 0.620 0.091 0.540 0.540 0.201 0.091 n n n n n a e a a s 2.52 14.96 5.57 14.96 17.17 2.52 14.96 14.96 5.57 2.52 2.85 14.08 5.29 14.08 16.08 2.85 33.86 33.86 5.29 2.85 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 91 WL2A-2om2 y! L G W 2A-2om 13A-2ocs 11 DO 12C-0sw 2A-2om 13A-2ocs 2A-2om 12C-0sw 0.540 0.201 0.390 0.091 0.540 0.201 0.540 0.091 s s s w w w w 14.96 5.57 10.80 2.52 14.96 5.57 14.96 2.52 14.34 5.29 12.03 2.85 33.86 5.29 33.86 1.45 0 0 0 168 15 0 0 0 0 0 0 153 0 0 0 0 0 0 0 385 228 0 0 0 0 0 0 435 516 0 0 0 T--D yLG y/ G P 11DO 1613-30ad 20P-11t 0.390 0.032 0.078 n 10.80 0.89 2.16 12.03 1.74 1.12 0 289 48: 0 289 48 0 256 104 0 503 54 C F F 22A-tpl 0.989 27.40 0.00 0 0 0 0 6 c) AED excursion 186 Envelope loss/gain 1054 1784 12 a) Infiltration b) Room ventilation 246 0 83 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 O Subtotal (lines 6 to 13) 1299 1868 Less external load 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 25% 40% 0 0 1299 320 0 0 1868 746 Total room load Air required (cfm) 1620 86 21 91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Pk-wrightsOft` Right -Suite® Universal 2017 17.0.23 RSU23828 2017-Nov-10 09:age 9ACP.Page veLargoBGRS\Lot80KensingtonReserveLargoBGRS.rup Calc = MJS House faces: S Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.197 in/100ft 0.197 in/100ft Actual air flow 1160 cfm 1160 cfm Total effective length (TEL) 122 ft 00 o Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mat] Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 1 h 435 23 19 0.237 4.0 Ox 0 VIFx 16.1 85.0 SO great rm h 3398 180 150 0.203 8.0 Ox 0 VIFx 23.2 95.0 st2 great rm-A h 3398 180 150 0.212 8.0 Ox 0 VIFx 18.0 95.0 st2 kitchen h 3297 174 140 0.212 8.0 Ox0 VIFx 18.0 95.0 st2 laundry c 1107 15 50 0.235 4.0 Ox 0 VIFx 16.9 85.0 st1 loft c 2613 86 119 0.295 6.0 Ox0 VIFx 11.3 70.0 mstrbth C 1690 60 77 0.295 5.0 Ox0 VIFx 11.3 70.0 mstr rm c 3228 100 147 0.304 8.0 Ox 0 VIFx 9.1 70.0 mstr we c 51 1 2 0.304 4.0 Ox 0 VIFx 8.9 70.0 mstr wic h 322 17 16 0.294 4.0 Ox 0 VIFx 11.6 70.0 mstr wic int c 58 1 3 0.326 4.0 Ox 0 VIFx 3.5 70.0 mud rm h 891 47 27 0.206 4.0 Ox 0 VIFx 21.3 95.0 st2 pdr h 725 38 19 0.197 4.0 Ox 0 VIFx 27.1 95.0 st2 rm 2 h 888 47 44 0.232 6.0 Ox 0 VIFx 18.4 85.0 SO rm 3 h 1986 105 90 0.227 6.0 Ox 0 V I Fx 20.8 85.0 St 1 rm 3 wic h 818 43 37 0.209 4.0 Ox 0 VIFx 29.8 85.0 st1 rm 4 c 1534 42 70 0.300 6.0 Ox0 VIFx 10.1 70.0 k" ,.._ .'` ss;,'k' 't. vsa"%w7f: `a ad-,_ _ g .. '- Supply Trunk DetailTable nNo', P_..,s o-_ ...¢ asu«,u= .. .r.. .kaz..re'.'sEa.,=. . . o: ..,.. ,..z.... Y' - spa ., ir... Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st2 Peak AVF 619 486 0.197 579 14.0 0 x 0 VinlFlx st1 Peak AVF 234 240 0.209 544 9.0 0 x 0 VinlFlx 2017-Nov-10 09:06:55 A: wrig 1tsoft® Right-Suite(E) Universal 2017 17.0.23 RSU23828 Page 1 iiCi... v6LargoBGRS\Lot6OKensingtonReserveLargoBGRS.rup ' Calc = MJ8 House faces: S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat] Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx wrightSOW Right -Suite® Universal 2017 17.0.23 RSU23828 Z5A...veLargoBGRS\LotBOKensingtonReserveLargoBGRS.rup Calc = MJ8 House faces: S 2017-Nov-10 09:06:55 Page 2 f m sn 4• tur 1K Y 3' b¢th duct to roof cap1aler.c w/fan 1a,.1r J Nutone 696RNB A II.e iW 014. 1 4• r ® • m 3 E.e IxJ uz zrc 1 rw O bath duct l3' to roof cap F o w/fanNutone 696RNB r 42X42 A/C SLAB a I BY BLDR MIN IM lec 4• n. t/tao --__ --- 2' FROM WALL r c• I FAcanpllwcelerr 3'xbath duct rv1 n Re ntW urge c«re - M6024 r1.rc.e n 1•`• to roof cap n.w.,:ie `wns:an rib rs.s .. w/fanNutone 696RNLi LA S 44 Ic. W 3a iax V/r(V Re4ry VH rr x.u. Oof u.tx MenV<rw,.r Z W 0 lF7E OZ N Z m N L) Q L Z cU L. d o L-j 0' J 00 !Z zRating 4 W.. z o m Zw3 I- a Must have a nlninun clearance of 4 Inches around the air handler per the State EneroY code. All duct has an —6 Insulutbn ,We. 0 on [L J /n C, C, 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 This checklist 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). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 11/10l2017 9:13:37 AM Page 1 of 1 C- RECORD COPY ovA pvc,'` Advantage Plumbing, Inc Nano Signature i i I V L ti 6 ILD/yC SAN ORD 4 p RTkN fir Ur" h t V vy-/ dv V771-, 1./W ZON11 DESCRIPTION AS FURNISHED: tot'' 80, KE`NS1NC ON RFSf_RVE:, as recorded in Plat Gook 81, Pages 86 through 92, Public Records of Seminole County, f7lorida. PLOT PLAN FOR / CERTIFIED T0' Ryan Homes/NVR Inc. LOT 83 RECORD COPY LOT 78 8P 1-7- 3s-73 DATE Ok to construct single family home with setbacks and impervious area shown on plan. 38.5 /o c-,, 7,50' O CTA O LOT81 p CO Z' 7.50' P.C. OF LOT 82 <' 0-------r------------ 90,00' I I N 89°40'51 " E 1 45.00' 41.80' 41.60' LOT 80 14.0, A\C a LANAI o 30.0, i o 06 PROPOSED MODEL I LARGO VS1 - B GARAGE RIGHT ro 8 7' ENTRY i r o 0 F Y 21.3' J 16" DRIVE 25,20' 25.20' 10' UTILITY ESM 4' CONC S/W r<9 CURB 50' O LOT 79 J O J Zo 50' N 89040'51 " E 45, 00' KELMSCOTT COURT 50' PRIVATE R/W ) PROPOSED = FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY BUILDING S BACKS_.__AS„FURJI FIEC_ ` PER DRAINAGE PLANS FRONT. = 25 rU= PROPOSED DRAINAGE FLOW PLOT PLAN AREA CALCULATIONS RE46 = 20' IMPERVIOUS COVERAGE = 1,993.t SQUARE FEET OR 38.5qSIDE = 5' FOR 40' LOTS LOT GRADING TYPE A ! 0"), LOT CONTAINS 5,175t SQUARE FEETSIDE = 7.5' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS 30.1' LIVING AREA CONTAINS 1,353f SQUARE FEET SIDE = 10' FOR 75' LOTS CONC/LANA1/PORCH CONTAINS 540't SQUARE FEET SIDE STREET = 25' CR USEINM.ETY-E1R -SCOTT ASSOC. ; INC, - LAN.D SUR VE-rO ti', S' LEGEND -, LEGEND - P = PLAT P.D.L. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436FFIELDTYP. = TYPICAL CURVATUREI.P, IRON PIPE P.M • POINT OF REVERSCOMPOUND NOTES: IRON ROD P.M > POINT tlF COMPOUND CURVATURE I, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEET$ THE STANDARDS OF PRACTICE SET Form l BY THE FLORiBA B(k1R0 OF CHC,M, CONCRETE MONUMENT RAD, = RADIAL PROFESSIONAL SURVEYORS ANO MAPPERS IN CHAPTER SJ-17 FLORIOA ADMINlSTRATNE CODE PURSUANT TO ECTTON 472,027, FLORIDARSTATUESSETIN, = 1/2' I.R. dRLB 4596 N.R. . NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REt. RECOVERED W.P. VITNESS POINT P,O,B. 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSPOINT (IF BEGINNING CALL = CALCULATED f ,O.C. POINT OF COMMENCEMENT P,RA • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4, NO UNOERGROUND IMPROVEMENTS HAVE BEEN LOCATED 'UNLESS OTHERWISE SHOWN. E = CENTERLINE F.F, a FINISHED FLOOR ELEVATION 7 N&D = NAIL & DISK H.S.L. BUILDING SETBACK LINE Y5. THIS SURVEIS PREPARED FOR THE SOLI BENEFIT OF THOSE CEHiTFTED TO AND SHOULD NOT BE RELIED UPON BY ANY 071I1.1? ENTITY. R[ GHT-OF-MAY D.H. BCNCHWIRK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESESMT, EASEMENT B.B. =BASE BEARING DRAIN. DRAINAGE DRAINUTILITY7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING (B.G.) UTA.. • 6. ELEVATIONS, IF SHOWN, ARE -BASED ON N417ONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CL. FC. CHAIN LINK FENCE VD. FC. • VOOD FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. C/ D CONCRETE DLOCK P. C. = POINT OF CURVATURE SCALE 1" s 20'--- DRAWN BY: MLT P. T. = POINT OF TANGENCY DESC, DESCRIPTION CERTIflED P.Y.' - LtATE ORDER 1Jo. R = RADIUS L = ARC LENGTH PLOT PLAN 1 1-01-2017 4713— 17 DDELTAC CHORD C. R. CHORD BEARING NORTH THIS BUlLOINGIPROPERTI' DOES N07 LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" ! TOM- ?;a. GRUSENMF•YER, R.L.S.4 '. 471ZONE " X" MAP N 12117CO09OF (09-28-07) JAMES W SCO'rT, R:LS j 4801 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 M NO PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: RYAN HOMES o PROJECT: KENSINGTON RESERVE U w COUNTY: SEMINOLE x LOT/BLK/MODEL: LOT:80 / MODEL:LARGO V1 / ELEV:B / GAR R JOB#: 70209 MASTER#: XR5LG1 BL9 OPTIONS: LANA1::9'4" CLG Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1, ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job XR5LG1 BL9 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RYAN HOMES Project Name: Scattered Lots Lot/Block: Model: LARGO v1 Address: Subdivision: City: County: Hillsborough 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 8.0 Wind Code: ASCE 7-10 Wind Speed: 150 MPH Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 43 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 61 G15-31.003,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 A0069893 FG02 4/27117 13 A0069905 FL11 4/27/17 25 A0069885 CAA 4127/17 2 A0069894 FG03 4/27/17 14 A0069906 FL12GE 4/27/17 26 A0069886 CJ2 4/27/17 3 A0069895 FL01 4/27/17 15 A0069875 A01 4/27/17 27 A0069887 CJ3 4/27/17 4 IA0069896 FL02GE 4/27117 16 A0069876 A02 4/27/17 28 A0069888 CJ4 4/27/17 5 A0069897 FL03 4/27/17 17 A0069877 A03 4/27/17 29 A0069889 CJ5 4127/17 6 A0069898 FL04 4/27/17 18 A0069878 A04 4/27/17 30 A0069890 E01 4/27/17 7 A0069899 FL05 4/27/17 19 A0069879 A05 4/27117 31 A0069891 F01 4/27/17 8 A0069900 FL06G 4/27/17 20 IA0069880 A06 4/27/17 32 A0069892 F02 4/27/17 9 A0069901 FL07GE 4/27/17 21 A0069881 B03 4/27/17 33 A0069907 HJ2A 4/27/17 10 A0069902 FL08 4/27/17 22 A0069882 B03GE 4/27/17 34 A0069908 HJ3A 4/27/17 11 A0069903 FL09 4/27/17 23 A0069883 B04 4/27/17 35 A0069909 HJ6 4/27/17 12 A0069904 I FL10 4/27/17 24 A0069884 I CA 4/27/1 LJ 136 A0069910 HJ7 41/27/17 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Root 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 J engineering responsibility solely for the truss components shown. 4t j.•••+'•`40 The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI(fPl-1 Sec. 2. h«',1 + q °s• 4 •a The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the Structural I}i83 g + $t10! • construction documents (also referred to at times as 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 III PE by [Al Roof Structural y # Trusses or specific location]. These TDDs (also referred to at times as Engineering Documents) are specialty structural component designs and may be thony Dgrtally signed byAnt •W(y Tombo, Ill O • ro ect's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty P1P99 (• P tYi 40 DN. c-U5. 5t H d Fo 9 ; ~j• a pi'_ , o Whole H.— Engineer), the seal here and on the TDD represents an acceptance of professional Tom bo Engmeer)g, ct Anthony itR!••Q* TombIII, y . engineeringresponsibilityforthedesignofthesingleTrussdepictedontheTDDony. The ti, em I_Antho y.iomboNrwhengl Y jt BuildingDesignerisresponsibleforandshallcoordinateandreviewtheTDDsforcompatibility with their written engineering requirements. Please review all TDDs all Anth8fiy2f8rR436'fl 1V.-LL4.'1" SERIAL related notes. 38BCA2210000 00004Ci287DF" Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. A10 TRUSSES A FLORIDA CORPORATION RE: Job XR5LG1 BL9 No. Seal # Truss Name Date 37 A0069911 J2A 4/27/17 38 A0069912 J3A 4/27/17 39 A0069913 J6 4/27/17 40 A0069914 J7 4/27/17 41 A0069915 M7G 4/27/17 42 A0069916 VM3 4/27/17 43 A0069917 VM5 4/27/17 44 STDL01 STD. DETAIL 4/27/17 45 STDL02 STD. DETAIL 4/27/17 46 STDL03 STD. DETAIL 4/27/17 47 STDL04 STD. DETAIL 4/27/17 48 STDL05 STD. DETAIL 4/27/17 49 STDL06 STD. DETAIL 4/27/17 50 STDL07 STD. DETAIL 4/27/17 51 STDL08 STD. DETAIL 4/27/17 52 STDL09 STD. DETAIL 4/27/17 53 STDL10 STD. DETAIL 4/27/17 54 STDL11 STD. DETAIL 4/27/17 55 STDL12 STD. DETAIL 4/27/17 56 STDL13 STD. DETAIL 4/27/17 57 STDL14 STD. DETAIL 4/27/17 58 STDL15 STD. DETAIL 4/27/17 59 STDL16 STD. DETAIL 4/27/17 Page 2 of 2 Job Truss Truss Type Qty Ply A0069875 XR5LG1 BL9 A01 Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:34 2017 Page 1 ID: hA3xRN7kH8GY_sOsevncy2zOBnp-yA8tYGzwdFNQGjmuxNj Heh6P7RUao_hkcCWYdzMYpt 1-0-q 7-0-0 12-4-9 17-7-7 23-0-0 30-0-0 31-0-0 1-0-0 7-0-0 5 4-9 5-2-13 5-4-9 7-0-0 1-0-0 4x10 = 4x1n = 1a 27 28 " 29 30 11 31 - 32 33 2x4 11 3x8 = 5x10 MT20H5= 2x4 11 4x4 = Dead Load Defl. = 7/16 in 4x10 = Plate Offsets (X Y)- 2:0-0-00-0-14] [3 0-7-12 0-2-8] [6 0-7-12 0-2-8] [7:0-0-0 0-0-13] [10:0-1-12 0-2-0] [12:0-3-0 0-1-8] LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.29 10-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.72 10-12 498 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014(rP12007 Matrix-MSH Wind(LL) 0.35 10-12 999 360 Weight: 164 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 2494/0-3-8 (min. 0-2-1) 7 = 2494/0-3-8 (min. 0-2-1) Max Horz 2 = 59(LC 9) Max Uplift 2 = 893(LC 4) 7 = 893(LC 5) Max Grav 2 = 2494(LC 1) 7 = 2494(LC 1) FORCES. ( Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2- 3=-5140/1869, 3-20=-6367/2382, 20- 21=-6367/2382, 4-21=-6367/2382, 4- 22=-6367/2382, 22-23=-6367/2382, 23- 24=-6367/2382, 5-24=-6367/2382, 5- 25=-6390/2392, 25-26=-6390/2392, 6- 26=-6390/2392,6-7=-5136/1867 BOT CHORD 2- 13=-1633/4652, 13-27=-1630/4668, 27- 28=-1630/4668, 12-28=-1630/4668, 12- 29=-2276/6390, 29-30=-2276/6390, 11- 30=-2276/6390, 11-31=-2276/6390, 10- 31=-2276/6390, 10-32=-1635/4664, 32- 33=-163514664, 9-33=-1635/4664, 7- 9=-1638/4648 BOTCHORD 2- 13=-1633/4652, 13-27=-1630/4668, 27- 28=-1630/4668, 12-28=-1630/4668, 12- 29=-2276/6390, 29-30=-2276/6390, 11- 30=-2276/6390, 11-31=-2276/6390, 10- 31=-2276/6390, 10-32=-1635/4664, 32- 33=-1635/4664, 9-33=-1635/4664, 7- 9=-1638/4648 WEBS 3- 13=0/504, 3-12=-738/2061, 4- 12=-690/480, 5-10=-700/478, 6- 10=-753/2092, 6-9=0/494 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 893 lb uplift at joint 2 and 893 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down and 269 lb up at 7-0-0, 123 Ito down and 143 lb up at 9-0-12, 123 lb down and 143 lb up at 11-0-12 123 lb down and 143 lb up at 13-0-12, 123 lb down and 143 lb up at 15-0-0, 123 lb down and 143 lb up at 16- 11-4, 123 lb down and 143 lb up at 18-11-4, and 123 lb down and 143 lb up at 20-11-4, and 240 lb down and 269 lb up at 23-0-0 on top chord, and 365 lb down and 119 lb up at 7-0-0, 88 lb down at 9-0-12, 88 lb down at 11-0-12, 88 lb down at 13-0-12, 88 lb down at 15-0-0, 88 lb down at 16-11-4, 88 lb down at 18- 11-4, and 88 lb down at 20-11-4, and 365 lb down and 119 lb up at 22-11-4 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 14-17=-20 Concentrated Loads (lb) Vert: 3=-193(F) 6=-193(F) 13=-365(F) 9=-365(F) 20=- 123(F) 21=-123(F) 22=-123(F) 23=-123(F) 24=- 123(F)25=-123(F) 26=-123(F) 27=-70(F) 28=- 70(F) 29=-70(F) 30=-70(F) 31 =-70(F) 32=-70(F) 33=- 70(F) tMaria- Flry U.0y reru WAIM'':IT. S j"`Uu*;UEJFI IUsi r3sma, CONCsYT:Y, YKGM[IggY;rrixs. (rdta pM. ins rN rxl wetrdsf•ett h,i brr'ear!ItR;!nd qe kpxt l.Irkr .. P..Ihu'r Srdtelx CeN n'kx'eise :slNrMt C.,xL IlitateorMn deN,sieg re.Nix 2r,bgxhrtt 3,eLrs dmm EegnerMsi.,.p.ak Gpnn;ne:rlxrrlq;rgrt,ulsrn;geaetar Er hsuxlegirssiq esgxslikhMEr ksigOdl4 sprk rrrs: MarJxh166 ru..xxml txK 4s y.ar.Iwas xNu.r,. sdrdam Anthony T. Tombo Ill, P.E. xdn dh sa eq htldag' k e s4to dlka ., Me gsex wAkm gednMNNegb .alru ddtr OLMe IS Wrx M.d x.iMg<ekrt tNL lfe qp ddhe rJl xt hfnN dtl r.:s, udswrbi Isge dd,.xxe>•xq xa hkxyxdwutd = 80083 mw. t g Fr ai lxo-eua .w xt dMaik ibg ue epa'uesNg atxh N;tr. dsaeq maamrpisrMH tglpwsrl acid NnrPxrM a ml.rrxsne xgxsiM.oe,dd:.esdlkLv„mvpa x„h, gr;o,ea exix„xwndxx, xNss 4451 St. Lucie Blvd. rdaNs. rfidkriatrgxe qnr ntrrghal gah xnhN. Tat ,•&iw htmaxR ttk{alfiq hsipa,a Lru Stites h7madm lxlliq LI q.deN xx, xe. adaNamt Fort Pierce, FL 34946 Copyright 2416.4-I Raaf Trrsses Anth.np r. lemb.11L P.E. Reprodunior of this domme.t. in.ny firm, is p i bilitd oilhout'he wIinen ptrmissi.. fine A I f aof Trusses- Artko.y r.Tomb. ]ILP,E. Job Truss Truss Type Qty Ply XR5LG1BL9 A02 Hip 2 A0069876 Job Reference (optional) A I Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:35 2017 Page 1 ID:hA3xRN7kH8GY sQsevncy2zOBnp-Q5RW4uGbhxND2PIySeuygrDK8XhFJNgryGy343zMYps 1-0-Q 9-0-0 15-0-0 21-0-0 30-0-0 31 0 Q '1-0- 9-0-0 6-0-0 6-0-0 9-0-0 1-0-0 4x4 = 3x4 = 4x4 = Dead Load Defl. = 5/16 in 3x4 = 3x8 MT20HS= 3x4 = 3x6 II 3x6 II 10-2-1 LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.17 12-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.49 12-15 737 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Wind(LL) 0.20 12-15 999 360 Weight: 129 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 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 or 3-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2 = 1260/0-3-8 (min. 0-1-8) 8 = 1260/0-3-8 (min. 0-1-8) Max Horz 2 = 74(LC 12) Max Uplift 2 = 357(LC 8) 8 = 357(LC 9) Max Grav 2 = 1260(LC 1) 8 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-950/0, 3-21=-2125/1139, 21-22=-2042/1152, 4-22=-2030/1168, 4-23=-1992/1196, 5-23=-1992/1196, 5-24=-1992/1196, 6-24=-1992/1196, 6-25=-2030/1168, 25-26=-2042/1152, 7-26=-2125/1139, 7-8=-950/0 BOT CHORD 2-12=-904/1872, 11-12=-1093/2204, 10-11 =-1093/2204, 8-1 0=-916/1872 WEBS 4-12=-92/469, 5-12=-404/271, 5-10=-404/271, 6-10=-92/469 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Extedor(2) 9-0-0 to 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone; cantilever left and right exposed ; end vertical left 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 2 and 357 lb uplift at joint 8. LOAD CASE(S) Standard drnnr Flne Y!!rei!¢neuw he'l 11g9"ttne. };'-3 fli34l l!WS6 JAg [tfS iJS'OYrWT'nllCR-S;EWY qrI e. Indr4 qr M. ,rat rn nl rNet ke"xs lrta Ee:ppr y'I[; andk lNSnrl l ug, ri. 1!!l.nvi5epttl!!e &ills s5a-nteYteln RelM, edkdlikztlilUO(tlrS SYfi ilfN IX St .gghlf ldA A, i1tNill.si:e ElgANY .l:l f EE lk• h Sal rl fq iEi ltfR.(l15tlN:lihrld Ke pal SwlllryY Yj ,pa:dikh (a $l YfyadtrtYjh'!! kpral!l Ie 1PGk Ir Yla ifli I#NSLII T;raltn, kiiel ile41443N1 INR, at ludN nslN Np tfkh k pr'xlm dk grla,k 0.a%tndM K9Mahl4itlhrg gx,aklahr,dm YLkIIX IY!kll 'tiy irk rkP L Ik gpnd dhr tggM fish dhe loss. rtCld Anthony T. TO(nlw III, P.E. n ig 1'd.;hl:e.wk. 1-K Ny v' i& - 80083hlWifelgls!per Of lnSeM !tlM rwlY klgt lHtl poCrces eelp ioe3dfir hil£gl epleri Sdeh idxx;hSP PdF•.iel Nl. rd Sirt eldalN lArpd pigNe lflie ushe rzsdnsihimn WAiirsd kl ,glSaa,.!ess Mql i wlxml2u Yurhtlne!. rdns NN!nsrakdNliWatlpct p Yr+!mleNeiptietYlYlN lute,skwElgaaisr'rheirlluigniq!l,hLn;4:hafe7xNdlnNYh7. dNrgakkdua:.aersdrfirNh.rl. 4451 St. Lucie Blvd. RrlFort Pierce, FL 34946 oPyright92g16A-IA;oi Lusstt Arthooy i. icm5o 116 P.E. odunix of this domment, innny farm, is plohi6ilxlwopaw'be nitten prrmissien Lon 4 l laoE 6uins-Arihnny i. lam4a ill; P.E. Job Truss Truss Type Qty Ply A0069877 XR5LG1BL9 A03 Hip 2 1 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:36 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-uH?uHEHDSFV4fZt80MPBM3mW5x7u2rD_BwhddWzMYpr 1-0 5-7-14 11-0-0 19-0-0 24-4-2 30-0-0 1-0 1-0 5-7-14 5-4-1 8-0-0 5-4-1 5-7-14 1-0- 1 4x6 11 44 = 4x8 = 13 11 3x8 = 3x4 = 3x4 = Dead Load Deff. = 1/4 in 4x6 II 0 R LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.22 11-20 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 0.57 11-20 628 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Wind(LL) 0.1611-13 999 360 Weight: 145lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 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 or 3-0-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-10-15 oc bracing. WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross hracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 1260/0-3-8 (min.0-1-8) 9 = 1260/0-3-8 (min.0-1-8) Max Horz 2 = 89(LC 13) Max Uplift 2 = 339(LC 12) 9 = 339(LC 13) Max Grav 2 = 1260(LC 1) 9 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1207/54, 3-22=-2239/1272, 4-22=-2220/1288, 4-23=-1932/1079, 5-23=-1876/1095,5-24=-1739/1094, 24-25=-1739/1094,6-25=-1739/1094, 6-26=-1876/1095, 7-26=-193211079, 7-27=-2220/1288, 8-27=-2239/1272, 8-9=-1208/54 BOT CHORD 2-13=-1063/2009, 12-13=-787/1739, 11-12=-787/1739,9-11=-1075/2009 WEBS 4-13=-322/319, 5-13=-40/417, WEBS 4-13=-322/319, 5-13=-40/417, 6-11=-33/417. 7-11=-322/318 NOTES- 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=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone; cantilever left and right exposed ; end vertical left 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 339 lb uplift at joint 2 and 339 lb uplift at joint 9. LOAD CASE(S) Standard rs..er-rl ..aneee:n.•i.lPar;;r 3;'sou;r?.ueau10590.wwnwomjrl.a.D.r..rA,,sr.rArt.s:.eA,,,ww,r,ernei.eerro..Ar ilil: ts,wenn penstidlk.d tasceurr rd f.A.lress De,7lgasrt{: Anthony T. Tombo III, P.E. f. do ssW.rxlar n r imda.D N0- AA. ".h.MI lots"'+t—o'ddM K111 s :t[o.[ aicg,.a Ir1 t gr:. ldli maninr i ma r.,,,iQa, g n:q. lagarcli r to ,,,[ r r 'in[A am 80083 Me i,:liugow'. . trohft Allot .. t0a M1D ndOx Palm IV4,1 e d ekHtlg(gruel Sc4h lda M1,Ks0,Atikfl MWW-A rt!A dtx r—ii PAn: 1111 eft, nt ruw,&lmn W k6. A ho 1"Ss 06-..Is p lgna W bets N,..h.l.n,.less 4451 St. Lucie Blvd. edavn, teOmlNfianagxtgn.ve.h,drrnn W.h:f In trs,s Res.n EgaeisFrMk!IIggO<sipa lrru gsns bpcn atm, re;ueg. su;gaded az; mendtliMnml. Fort Pierce, FL 34946 C. Ppigh19 2016' A Roof Lessen -"..y 1. lomhe!It:?.[. Rt;toionim,;t this dofomem, io ny form, Is p oh:bh d withoUnht Hideo Permission hoa A Roof I'v-,-kiliooy 1. bmho ill; P.I. Job Truss Truss Type Qty Ply XR5LG1BL9 A04 Hip 2 A0069878 Job Reference (optional) f Roof l russes, Fon Pierce, FL 34946, oesfgn@a 6-5-13 tun: B.UZU s Aug 31 2018 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu I D:hA3xRN7kHBGY_sQsevncy2zOBnp-MTZGVa IrDYdxHjRLZ3wQ 17-0-0 1 23-6-3 30-0-0 4x6 11 4x6 // 4x6 11 3x4 = 3x8 MT20HS= 3x4 = 10-6-8 1 19-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.45 13-16 799 240 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.69 11-13 521 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Wind(LL) 0.31 13 999 360 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, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 1260/0-3-8 (min.0-1-8) 9 = 1260/0-3-8 (min. 0-1-8) Max Horz 2 = 104(LC 13) Max Uplift 2 = 358(LC 12) 9 = 358(LC 13) Max Grav 2 = 1260(LC 1) 9 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1078/140, 3-22=-2249/1232, 4-22=-2230/1251, 4-23=-1926/1054, 5-23=-1846/1071, 5-6=-1532/1010, 6-24=-1846/1071, 7-24=-1926/1054, 7-25=-2230/1251, 8-25=-2249/1232, 8-9=-1078/140 BOTCHORD 2-13=-1032/2017, 13-26=-656/1532, 12-26=-656/1532,12-27=-656/1532, 11-27=-656/1532, 9-1 1=-1043/2017 WEBS 4-13=-465/414, 5-13=-128/498, 6-11=-128/498, 7-11=-465/414 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone; cantilever left and right exposed ; end vertical left 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 2 and 358 lb uplift at joint 9. LOAD CASE(S) Standard 27 10:47:37 2017 Pagel fFLNXnIH7QaRA9yzMYpq Dead Load Defl. = 1/4 in 0 ro 0L4m 4x6 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 133 lb FT = 0% imq-%eneslaxglhrew'Ge•4na;;'i9'.cs;S::_1^:E[aAE rL156::bmn[tnf75 UYi•tAi:nulfi:BtEPiWlr Mn.h.ihu;lpW-1airededesINSGex Ce.lp Ort.yn`:WMtft ? 1. [Kit tt. 61e— Sie! Idx, I!.&tr„ Al i,e sate)wee r7. alr Ili?tzsass4s lkns xtl ,sxWtlt lCnl dx. Asl?rRf gees Erysx ..i dry Ectix: r'd uy ;egr:msnwr xedm %ct wrlegnxiugroW;dW. #s"k lesiad5a sa¢,?rc: Iryekd r, Ne In If" w 111L um vpne ui 11 t.gbi:Arw.s:d sx u+m. n, r :jnn d, o.e, r<c.ee+t,w., e,pd r f g x<udendfu Gw e;Et.,ar col f decornl n,e idne mgaa.Iru fn [ e.e k.d f« - f f N adA de Anthony T. Tomlo80083 III, P.E. Zt AgAl,str. edieWEgC„1BZ Na'ireSedg al sl%e!x'3;egt rxeelSdrl.>dE, Ew %SrrdF.ktl l.' ESI(.te'tdeerdsm ieo.dgciaaxel%liefieestkesNeshNnes ealkliesd Mlsns,g:Rgnnss ge'ge ng,eer uilrss ku,h:Mx;e kss800834451 St. Lucie Blvd. Fort Pierce, FL 34946 aprrig6tD 7ifl6 A-Ii;olinssas kctgony i.lan4o ilh P.E. Rtprotuniae ct lfiitdammenE, inanyform,is pmhiEifzd «nhom:Ae•fieen ptfmissiae frnn A l gaol Ltss t Ael6nny iJcmio ill: P.E. Job Truss Truss Type Qty Ply A0069879 XR5LG1BL9 A05 Common 5 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:37 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-MTZGVaIrDYdxHjRLZ3wovGJfQLNQnF77QaRA9yzMYpq 1-0 8-0-0 15-M 22-0-1 30-0-0 1-0- 0- 8-0-0 7-0-1 7-0-1 8-0-0 -0- 5.00 12 46 = 3x4 = 3x8 MT20H8= 4x6 II 3x4 = 4x6 II Dead Load Deft. = 3/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.43 12-14 841 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.80 12-14 451 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-MSH Wind(LL) 0.14 12-14 999 360 Weight: 137 lb FT = 0% 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, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1260/0-3-8 (min. 0-1-8) 10 = 1260/0-3-8 (min. 0-1-8) Max Horz 2 = 118(LC 17) Max Uplift 2 = 374(LC 12) 10 = 374(LC 13) Max Grav 2 = 1260(LC 1) 10 = 1260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-944/36, 3-23=-2207/1052, 4-23=-2068/1077, 4-5=-1996/1029, 5-24=-1909/1041,6-24=-1902/1054, 6-25=-1902/1054, 7-25=-190911041, 7-8=-1996/1029, 8-26=-2068/1077, 9-26=-2207/1052, 9-10=-944/36 BOT CHORD 2-14=-837/1966,14-27=486/1363, 13-27=-486/1363, 13-28=-486/1363, 12-28=-486/1363, 10-12=-858/1966 WEBS 6-12=-292/701, 8-12=425/390, 6-14=-292/701, 4-14=-425/390 NOTES- 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) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 5, 6, 7, 2, 2, 12, 8, 14, 4, 10 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0 psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 10. LOAD CASE(S) Standard rniq Hme fluFgNr rerrier;ne'l II 1"ICS<S'S:S'; eEr9f11'L'136 JxClll#S JSraxilai`r'lis¢Fn;F454EkrMe. trdr cesg y:er+McMml resn Ss Lem Ceap Onry;ilS'; milk lnnw!1 fink ln:l..k+e. Sw!tdx Cnl tl!'nectl nl+0, ulr hia nsr!Im"o kuelMnr;zCwkrdt ds Um O:sig Eq irti a, re. do hywsxne sslwmiE rgrt:rm ra,ghmeNb pwttswmlrgheeigrnpn:ndh b!nr 4sydflcsa!k lm.teM]da ne lal ed!,wn IHI rxk yr e`. pkn,, gdul xlmm setilkm Anthony T. Tombo III, P.E. Mn dsx 1.. hodi" n i aAof. &G..', A.Ld qm'w n•MUM .ae,nne 4ddn d dr lS Jr. ksnwNigrdv M nli Rr yprrtl e!ne f0l ni os 6N dflr l:.ss:'ssdetiq kaln.siwge snuawmi ksn sndkhrs Mmn : 80083 flr Si l(n 0•s pu ai[unena. 4d xnsr rgwmlCG 1'k tati nl p. •gwsJhekAd:q[nps ISkhxenm NNl µlfi.kll !. MSlU rrlA Nb asd pitus 1%IiBnnne •egns4lmes ul hliesAn: Na., asrfe, less kipiunmmlrtssMmh:Mu ukss 44$1 St. Lucie Blvd. rnnwtn mAmlNnimnat rgmoq mrika:Fdptid rtedM. ikinssaesaEeituxrsd-I de 6iNig angnw wNrs,.,nm gcea m,roNM. IDmpWol zra, me rs ADM. Tni Fort Pierce, FL 34946 Copyright 0 2016 A I loot bosses - Anthony 1. I mho ill, P.E. Aoihooy f. Iambo ill; p.E. Job Truss Truss Type Qty Ply XR5LG1 BL9 A06 Roof Special Girder 1 1 A0069880 Job Reference (optional) yr a Rerue, Fu o` a•ro, uemyrl W_a I uuss.wm Kun: U.Uzu s Aug J1 2u16 PnnC U.U2U s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:38 2017 Page 1 ID: hA3xRN7kH8GY_sQsevncy2zOBnp-gg7eiwJT_slovtOX7nRfRUnnZljTWbH He EAjhOzMYpp 1-0- 6-5-8 10-8-0 14-4-0 18-6-4 23-0-0 25-2-15 30-0-0 1-0 0- 6-5-8 4-2-9 3-8-0 4-2-4 4-5-12 2-2-15 4-9-1 -0- 4x4 = S nn Dead Load Defl. = 7/16 in Sx8 II 3x8 = 5x10 MT20HS= 3x8 = 6x6 = 4x10 = 30-0-0 Plate Unsets (X,Y)— 2:0-4-3 Edge) (8:0-5-12 0-2-81 f10 0-0-0 0-0-101 (12:0-3-0 0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.33 12-13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) 0.80 12-13 450 180 MT20HS 187/143BCLL0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Wind(LL) 0.38 12-13 945 360 Weight: 159 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' Ti: 2x4 SP M 30, T4: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 'Except` B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2 = 1835/0-3-8 (min. 0-2-3) 10 = 2787/0-3-8 (min.0-2-5) Max Horz 2 = 86(LC 27) Max Uplift 2 = 557(LC 8) 10 = 984(LC 9) Max Grav 2 = 1835(LC 1) 10 = 2787(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1337/77, 3-4=-3512/1084, 4-5=-3282/1066, 5-6=-3284/1058, 6-7=-5978/2086, 7-8=-5978/2086, 8-9=-5820/2076, 9-10=-5894/2095 BOT CHORD 2-15=-970/3156,14-15=-1633/5243, 13-14=-1632/5244, 13-23=-1805/5440, 12-23=-1805/5440,10-12=-1838/5332 WEBS 4-15=-235/303, 5-15=-675/2207, WEBS 4-15=-235/303, 5-15=-675/2207, 6-15=-3010/1147,6-13=-464/1046, 7-13=-273/194, 8-13=-350/689, 8-12=-409/1381 NOTES- 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=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 2 and 984 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 lb down and 269 lb up at 23-0-0 on top chord, and 1544 lb down and 543 lb up at 21-4-12, and 365 lb down and 119 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Standard Vert: 1-5=-60, 5-6=-60, 6-8=-60, 8-11=-60, 16-20=-20 Concentrated Loads (Ib) Vert: 8=-193(B) 12=-365(B) 23=-1544(B) Wenng-flew sleepllrrc:w Ae'1I10','iMt^5,. P,i{iJ411:[p36 UYG1Il! JS'OM{LTY-t(1E'.8[ELtiY:r1'bn. rrdl/eiprn^4rs ea,nl nks a+fcl•est Ee•pmeey!IIX'*mi%e fc6w11.Iwle lti.P.E.IeR eeeSmss Edxe n._Erle;s a'Ex ise sxtNnRe tEB, eel( IHI:Esurrrkr inns ttgne=dur k'FCu4edd A,ETu:s D,,V. bin p, oq Epim th ed uaq 3""rmn nn:pt—d6,fens I ePE:e q .mtn4 f,,, 1, sire IfOe:ngkT kpldn ne InIlf do INI tie oup'S!pw •, le al 0 sgsmi@tudN4renkilka' me p mlipd6eE me .n;wlw pr n w n ,uM1 whddn,lrllrlxN'Etl lwl '. Anthony T. Tombo III, P.E. ltieg -ap nk e.e vll m rr ddn rm edarwl., dq r tt. ua,nq mrmt.wge ul en.e ek kaswkllr e•pKoa,:d 80083qe4=lrep g.dpn eu [rae:ge. Atlnl ssd eds lht dmpakn ed pddxsdtael ld'q(qunl Shcn Hns fn NSIIpIM.ulN1. lSYJ erdeer ebry 4pi/ese INl H—"I%RnsUmes ni kks d Ekl's;o-,n,.nss peso Euseneu less Y k*.'w., eAe!wnf eefiodNr:Eesmepce tins wcp h,dprim mdsN. In In tDna[g'wnis ElMMlliq Drsipes, in,.fdn Ggicend ,Ntliq.:g cpMnrl ns, e.nddiulle'PLI. 4452 St. Lucie Bivd. Fort Pierce, FL 34946Coypigh174I{A-1 Raa16ntsu AnthonyLkmhn il6 P.F. Recrodunixdtdis dotomeal, in ong form, is glnDiDiced wiihmn she wrinen Permissiar.hnm Ml Raof Losszs Aethony T.lamho ill; P.E. Job Truss Truss Type Qty Ply A0069881 XR5LG1BL9 B03 Common 3 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:39 2017 Page 1 ID:hA3xRN7kH8GY_sOsevncy2zOBnp-Isg 1 wGJ51AufX1 bjhUzu_hO6V83yFB3QtuwHDgzMYpo 1-0-0 6-5-8 10-8-0 14-10-9 21-4-0 , 2-4-q 0-0 6-5-8 4-2-9 4-2-8 6-5-7 1-0-0 3 10-8-0 44 = 3x6 11 Dead Load Defl. = 1/4 in E 10-8-0 10-8-0 Plate Offsets (X Y)— [2:Edge 0-0-0] [8:Edge 0-0-0] [10:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.17 10-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.44 10-13 >576 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 96 lb FT = 0 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, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. lb/size) 2 = 913/0-3-8 (min. 0-1-8) 8 = 913/0-3-8 (min. 0-1-8) Max Horz 2 = 86(LC 12) Max Uplift 2 = 274(LC 12) 8 = 274(LC 13) Max Grav 2 = 913(LC 1) 8 = 913(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-923/0, 3-19=-14331735, 4-19=-13771755,4-20=-1127/598, 5-20=-1069/613, 5-21=-1069/613, 6-21 =-1 127/598, 6-22=-1377/755, 7-22=-1433/735, 7-8=-923/0 BOT CHORD 2-10=-560/1271,8-10=-583/1271 WEBS 5-10=-241/604, 6-10=-370/324, 4-10=-370/324 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 274 lb uplift at joint 2 and 274 lb uplift at joint 8. LOAD CASE(S) Standard quu.r Fleeu tlnxcFle re.x. fie A I ttl;t':1¢SS , l:.:l';, iER3At f.1aS fi,J¢PIIt:.m iCS OM FbTfj tU:0..4:f Wa;1P Inn. !rgt er ip 9a:s ui rnl roes n Ras Less Ce•p¢rt'rmp^R;; wlpe 1 I.Iwss f. F...le+cro!e5'rs!Leine n C.Ir,s ottt"se s!elef n dr [¢h,nh ales mn,xrdn kll a ar -a¢,.k t a t ¢.:..Ey n ¢sEkr n re,nnw rpe,n m.s:. an arzF -anieyi q ti n+Pd y amrsap. sr are's xmt EI + tpt r a , Fe >, t.mtrn:m Anthony T. Tombo III, R.E. n an , mr1- th F-alarAae¢ me +r ed n M+Edm¢ «;a ernrsin u' a lx /I.irl iry,.sn t. . E t rg¢ ,fi± an r.:,.a.:y rrim i l -,x x. <! litr a.e- imd 2 80083 ne8s: u w inr duarr,nr mn .Nu1xt¢C ir-F da, na nrdiuerr . ESutgMa a r[Srt.u;ral.r a,ra a ek ref`aep+ dpa -tnEe ,e ¢ ngns:MEno.dm6esdlkh.,g.ger,.u,sG.g .'qu 1hisB.a.h:Mn..aess 4451 St. Lucie Blvd. gern. kymrl lyn:amrt •v p.. w G,mgnl reins rnErd lnta,s oes-a r.rixe rs!_rne sr:urca o.,i.s_ tr.0 yeen rgKn o orvEa E: Faded n::, n. es ae¢.d R..mE. Fort Pierce, FL 34946 opyrigkt: d 7dl ¢ A -I geollrnsns Anthony i. i.meo !II: P.E. Rt"vindU(IIF -I thi, d--t, in ony form, is pro NI'd'As"I lht writlen ptrmission hom A I d;af bmes- Anthony U mio Job Truss Truss Type Qty Ply A0069882 XR5LG1BL9 B03GE Common Supported Gable 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.020 s Aug 31 2016 PnnC 8.020 s Aug 31 2016 Mi I ek Industries, Inc. I hu Apr 2( 1IJAIA0 2011 Page 1 I D: hA3xRN7kH8GY_sOsevncy2zOBnp-m2EP7cKjWTO W8BAwFBU7XvxKMYeh_gha6Yfgm HzMYpn 1-0-0 10-8-0 21-4-0 22-4-q 1-0 0 10-8-0 10-8-0 010 4x4 = 3x4 - 24 23 22 21 20 19 18 17 16 3x4 5x6 21-4-0 21 A-0 Plate Offsets(X.Y)__-[2 0-2-3,0-0-41,-.[14:0-23,0-0-4],120:0-3-0,0_3-0]- -. ._........ ............. LOADING (psf) SPACING- 2-0-0 C51. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 14 n/r 90 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 14 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 110 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 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 or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-4-0. lb) - Max Horz 2= 86(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 19, 18, 17, 14 except 24=-111(LC 12), 16=-104(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 20, 21, 22, 23, 24, 19, 18, 17, 16, 14 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 22, 23, 19, 18, 17, 14 except (jt=lb) 24=111,16=104. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except LOAD CASE(S) when shown. TOP CHORD Standard 6-26=-91/250, 7-26=-83/254, 7-8=-116/322, 8-9=-116/322, 9-27=-83/255, 10-27=-91/251 WEBS 7-21=-128/264, 9-19=-128/264 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corri -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-8-0, Comer(3) 10-8-0 to 13-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 lfaeg pu44crs d.;tHr. Utk tis l}USi:i;"SE1:3xt<70[':'3r01„;S:i;id.V![i F.KPsY=JEW:Si'h;a_fts i,ltSa}:nstlt s ttrt h: sR Cea'm:[:"ma..ta}f5};fSyA¢y.l. iacxiilll:.FnWtxE Sdrst Etht. . tmdts; aMis,x ;esaaSafr`.al+ 4 ie}:a i,}tz ss"-ie nwM iD@n§s vti ai ,t P r{utc a } .ih-ter i .n ersiGA x ysast h sde amlr p t } pey>,dit iu atE mthe siepki }+ki m F Eaf. mei%i rd g Pt „b x}sef'AWN AnthonyasrzmIninesiiesx T. Tor;bo t::, F.E. a9 pa,f}rt. . x esa t M -to-e tcsagt yx: -t tes nz E #b a i d efxg;N, nl. I' y}m,tl H I ttem ieN wA.¢ }as8a} d-.imAm r Q.aeii fst ni:hd bJ 1$3 laiiy 3r ta!{mgiftSI s Ben rRt Ca art fwF f e.E dt #Ps 3aEd tee eeEr hkrads HEPs2r. lk en #'[nt :e >b#r{ i '!c. i'i- items #t n.}wan sttt fart tit[ ukti,tt, irs Mra Cegws sl e., M.ade x. sdtss rtn+t;e ismtd eVe. eS tgtN qe ta+*tbl tr epi rzts eseLef, Ee i. ss..s rFe}xse;:6#krtu}.stg }n.rst.i}kmt s+iatn}. ;6 uyN :tt,s . trs e,b tdaltEL 4a51er JL Blvd. Fort F'e4 opyriy#1 i EDIb A -I [eoi tsassss-Anikasy L iombn lll, P.f. iapsedua[an s115i5 desamzn5 in eng imm: n pm6ibikd *ithotl tdt r l',en pzimizsias?iom 4t rant trsi<es-A"th"yl, l mbe III, P,€ Fort FL 34946 Job Truss Truss Type Qty Ply A0069883 XR5LG1BL9 B04 Common 4 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:41 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBnp-FFon LxLM Hn8NmKl6ov?M36TRnyINj5ZjLCPN IjzMYpm 1-0-0 6-5-8 10-8-0 14-1l%9 , 21-4-0 1-0-0 6-5-8 4-2-9 4-2-8 6-5-7 I 4x4 = 3x6 11 5x8 = 3x6 Dead Load Defl. = 1/4 in Tm 10-8-0 10-8-0 21-4-0 10-8-0 Plate Offsets (X Y)— 2:Edge 0-0-0] [8:Edge 0-7-8] [9:0-4-0,0-3-01 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 0.32 Vert(LL) 0.17 9-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.45 9-12 570 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 94 lb FT = 0% 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, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 8 = 852/Mechanical 2 = 915/0-3-8 (min. 0-1-8) Max Horz 2 = 95(LC 16) Max Uplift 8 = 245(LC 13) 2 = 274(LC 12) Max Grav 8 = 852(LC 1) 2 = 915(LC 1) FORCES. (1b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-923/0, 3-18=-1436/748, 4-18=-1381/767, 4-19=-1130/600, 5-19=-1073/615, 5-20=-1073/629, 6-20=-1 131/614,6-21=-1386/784, 7-21=-1440/771, 7-8=-954/65 BOTCHORD 2-9=-613/1274, 8-9=-607/1280 WEBS 5-9=-258/606, 6-9=-376/327, 4-9=-369/323 NOTES- 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interici 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=245, 2=274. LOAD CASE(S) Standard riai Pkue*xmtM>elntpeA.ic:,1169x,Sft3". kXritt".ta.BtQ#"A:xS'iM,§1U"=:;K1125:1Ft:Y1'h,a.krla kcnp'rax'•sad,eF cak;a,'urS:a9.axru;ik6'WMSn6ca?L¢a»tl:.ti.t!m:tt iBrr&hn ns ia,ss; rmx;se shmw3, iEk my x a air Mo was¢[ nod:rrtp woto .,.rhs Women px ne6knyxi erN:emr,8 kxs mi. arnpaa,r xa si6.a Anthony T. TornboI:,R.E. mien urq ( Mrr Lrlfr4 a!M,iNSY!xfiarn--.rr uGnuyWa'dc ia.emf gm ie fir x'f ib lr 3eaawld '•ll;.rR NI 1xN!-o-rdellel9 .:red el it sssttyva8 pny1[m lhasgsulk4e that 30Sr83 3e ler P i mftabttYr .3 ms. sa xt aft l6ai trrrwes lds xme€ g rs za'Sdt ktram HA M#si ti` mS4}ae eLv ehq Ipiaea T. tnsgsf" t',e„ksa v"mw W— 4451 St ,tne tilts?. elassse i!"nneE-a:w;any Ni qa,k wzaai t±sF rr5es arUtrt'hl ns Jnysteg4ezis h. 'ts tosnruapal.n tess.ysPa![{raeM r1r.:ka§, ld 3!#'ms wteif atgik.l i - - Fort Pierce, fl. 34946 topprig;tl POldh-IBariitcszas-Anthet)7.tam§aIY,P,Litpsadw.nofibis do —at innapkmisprah!brtad.Aaa3thexnitrenpeimizsianbWA-iBaaltrns«s-Ar.IhaepT.tam§a III,P.L Job Truss Truss Type city Ply A0069884 XR5LG1BL9 CA Corner Jack 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:42 2017 Page 1 ID: hA3xRN 7kH8GY_sQsevncy2zOBnp-jRM9YHM_15G EOU KIMcW bcKOfyMJbSbPtzs8xg9zMYpl 1-0-0 0-11-11 1-0-0 0-11-11 Ir0 Co ix6 11 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MR Weight: 5 lb FT = 0% 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. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 5 = 150/0-3-8 (min. 0-1-8) 3 = 10/Mechanical 4 = 5/Mechanical Max Horz 5 = 37(LC 9) Max Uplift 5 = 88(LC 8) 3 = 10(LC 1) 4 = 5(LC 1) Max Grav 5 = 150(LC 1) 3 = 12(LC 8) 4 = 11(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.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 ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. LOAD CASE(S) Standard Rertu; Flmu tlxoNlr rzre Qe t-1 ik'. ii[Se:SS S".[ , €rdl€ I i41 E Jnmlh S (kIIk4 "ikY'C U CA::$tfpYEnr t«a inHt lu p w'samtt m ed w4s n^as lm; Ce_ y m Iy M ma ne 6lnn; L [wk g:, F .Ielees e SW+/axes:, k trts ahtr'se smut en k TM ult ut+tl Eeus dke n ac krrtAsetrt:,as Ey a Fs .n sly:e10;'¢seassmy aWpen W y-, Ai*n,.gst,Epa hd xnaa Igoe pm lnl t k%r m ; am:m Anthony T.TomboIII, P.E. ZtseJhto ;Ietk ne i lil 10sk aeC ah -yxc n Iwl(w;k nn:le usk kl II n Im Ir I 1' II'nhut tn'; [keIdi NO tefiell n !wtinmlkI tl e1 gal ]k ; wt4leN lac ,s&saEyoreisR TA.kUn;knitanirsvcr: teeE.1-0 ?k,:Illy. Sll:yM.2,j .,neet9>fieedk l1, 4451 St. Lucie Blvd. Fort Pierce, FL 34946 npfdght 0 7016 41 Renl T€nsses - Art6tny T. Tomht ill; P.E. Rtettdwi n el this document, in sny inlet, iS PF0111ited aghsut At WFAttn ptrmissien fiefs 41 Retl Lames- Anthony T. Temhs lll: P.I. Job Truss Truss Type Q I Ply AOO69885 XR5LG1BL9 CJ1A Corner Jack 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:42 2017 Page 1 I D:hA3xRN7kHBGY_sQsevncy2zOB np-jRM9YH M_15GEOUKIMcW bcKOg?MJjSbPtzs8xg9zMYpl 0 0-11-11 1-0-0 2x4 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 999 360 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 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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 = 1(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- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.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 ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard IMusug flnsz rtmegllr re.k LU AIi: 'Igst k'i'"aEk AtI fN16 JA61II aS JS N iPfLr tFkk"`. €ig%st'la t iFrtrge p: .:4as aEr l '. n F sk ye ke:g'IP,W6 trl![yl I C fr. e__I i ldx EI 2tr MI tG FM all NiLataaazN, deN:;rcrla- .5-Do Nktdl.d ernes gesze Fyk: ..,.ge;[rts Fgiaae.rk.aa rou ttyre:e:,K,apwwaehs%ta.:.asleq, afo3[..va.lNaa,a:elae sogt[t,klrkda aloee.h.ata t%l.t av: ®pa Jaem.awiu „drum Anthony T. Tombo III, P.E. eud N sk•wra ft h € IaIlRddrt .er ke Cru sdkt rd gncu lS SwNsroO Weer m+ to rdin uIke l% K.O. I Il eg<d+W ltii Ne %..I h [511.i mkN tl 1 ede[ug.xxifdq 1 } ief Its" h ix hCx N"`iilhd = 80083 geS Ilggi r [aF.e'l All ydss: eprcrulg fxx%Cia. Ipui' dhek ixi( p+alSCthp/a frunNiflidi'at! r e9sS(.4 .d t!e gx dg.ibx.l%itefiastlr esgeas&Innaiblrcsdlhlr,,.ktiena,.ressk.g q+:ataael ssNade.laa,sehs. 4451 St. Lucie Blvd. etk wis. ahrellye.a4MeyeaH Twrit_I:wl ieties lalN. ix .,.kr..a Fegiutt isk IthRtliq gasi ,erL'us, Mez FeQe.o!en hllliq-,JI,q M-d'nx. ae As 9dm1 #.'%1- Fort Pierce, FL 34946 opyrighF 2il b 41 [aai basses-Anihuay i. iamha ill; p.E. lin,amfiac of this shim , is eny farm, 4 p t,hihiled aAhout?he rOten permissim 1— 4 1 Raol liaises - dathany i. tamha ill. P.E. Job Truss Truss Type Qty Ply A0069886 XR5LG1BL9 CJ2 Corner Jack 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:43 2017 Page 1 I D:hA3xRN7kH8GY_sQsevncy2zOBnp-BdwXmdNcoOOS?evVwK1 g8XZr?mfgB2e0o WuU MczMYpk F - 1-0-0 1-5-11 1-0-0 1-5-11 2x4 0-3-4 , 0-3-4 1-5-11 1-2-7 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 7 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -MP Weight: 6 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 25/Mechanical 4 = 13/Mechanical 2 = 139/0-3-8 min. 0-1-8) Max Horz 2 = 43(LC 8) Max Uplift 3 = 15(LC 9) 4 = 13(LC 9) 2 = 109(LC 8) Max Grav 3 = 25(LC 1) 4 = 21(LC 3) 2 = 139(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=109. LOAD CASE(S) Standard Ztneang pleas=, nmutl. «,n.» na'a-1 ra-.,'aas:, s.,-a ,-[Bai(IEws fi r:i%D n as:mDn wrr arB;aE[Bgwrsr m. paaf •ir w,,r.ma, ara -Kt wa, n'Ms l•aa ca,ga Bnrbg m vaN ernwr r. rnae ID. p.lea n,a rara Bd a n . kele:: taa. as r.Ad., na tm, rap Nii=z «mtOu plAs ldl .M fa'& BCkk data i sBs Ep - p p}f; n si rams rl' qn-'al Hsna = fin ry Iraq g Gi:n a. N jna. a ne sn;k* arvkd ft IN if rt iKi L w4. - pt. W" ish ft"y Anthony T. Tombo III, F.E. m.0 ki14r N px-Ao AND ND Atn age=r h.!Ertl ph : uWx url di4 K$ 1 1 Im.I 1'. y r4 a171 r6 ni.. IAn TDD i jW tl 7 0.,hul y simp,. J n .kl 4ri 4 ne pr rllffd z 80083 N 83;I7 pB gx e(aA:sla Ak uls x nia lk ED als Ncnma(p >uae d'skldgCe e ISa'ah idw 1 I(S(tetl'ttt Ml !]Kf An tk g Ayrila.1Po1 a4wes na rasp as:Alnnsalbfiesi Nl ,B seser..nn &:4a;;'ratt eae lrzss M.cwn.mn wless 4451 St. Lucie Blvd. AkiWls. kfale!lra:xnan age¢ryn wrm it alp Ik lots,!. laer Des:.Fg'rezn-sR the iadag grnpo-a i. slea'frgn. nMling. Al aepM d.nx"are as 9dnN i'rrl. Fort Pierce, FL 34946 ogyaigdrV2416 RI Raaf hn>sal RPIdoPp I.I]mi0'O P.E. RyiNU(t an 3l ill{i dUNfilkAf: i 911}'I9fR1.5PfOh;R112d M.1110Yr'IiE W111lPO PP(tA SSIffT.E16W b-I Rdaf IIl>i_5-RI:li19ArI I>mSB :II: P.E. Job Truss Truss Type Qty Ply A0069887 XR5LGlBL9 CJ3 Corner Jack 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss -corn Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:43 2017 Page 1 ID:hA3xRN7kHBGY_sQsevncy2zOBnp-BdwXmdNcoOO5?evVwKlg8XZptmeVB2e0oWuUMczMYpk 1-0-0 2-11-11 1-0-0 2-11-11 3x6 II 2-11-11 2-11-11 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 0.22 Vert(LL) 0.00 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 4-5 999 180 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 -MR Weight: 11 lb FT = 0% 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 2-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 194/0-3-8 (min. 0-1-8) 3 = 69/Mechanical 4 = 28/Mechanical Max Horz 5 = 69(LC 12) Max Uplift 5 = 72(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=-166/256 NOTES- 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 Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-15 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. LOAD CASE(S) Standard w" Flaca U.01!re.+.ehe AI}9 "'foSiS; S:' i';., GE€9At I'.}ySfl,.lzo o oi lJS.Ou }Ui`Y;;ACN At,WK;kr Wn. er.dt eesp w +das W:W ausnnis Nessh ip Wernq;Ioo, adMAtnnr Cleclo lo: r' teha.e Saes Woone tekas An,.'mw n ne Ito, Wr N1taA Aseh€n owpEgw_s;o a.. s'—ft, hr n.; n-aa te.Pdm S.0?:'.;hp aarolK rdr.nea to -I. txa p :.mpm,l i }Arm,:rvak rry Anthony T. Tombo III, P.E. Wn In €rs W& - n r lit, d 1.G noG Aka dyM n W1.10 f .in 1, I tdtYK ne iK tP. WI' :",d, W i9 L Ike w ddh To f'gheW Pn I. wd'iiar } 8, 1s } -sh etneak se: hb p€ wd}d 80083 nera lC ro'-gzr ed (rcarin. Altw dntk IN d'Fx"wise I} r Id 1.0d, teeter ISalkliesw 0rl}dont M 1. WSKA d eru}a •roi .IKI A., ne rzs}nA.1h" W dfies dh ha., D.,*,. rrnNip '4—€d 1—we hMe_edess 4451 St. LE1CIe Blvd. h. ryow eg op. m.?s q01 pa! :nds:a tv I,,ii eara tylae 11 UT kliq D<:ire,ntnu.r:k€f €hon 0 ,11,ft.snered.-d.no;-t-1 ddiW - 1111, 1 Fort Pierce, FL 34946 n¢ nlghE 1An bony I. Imbn llh¢.E. R€QtMU[1inF. al this dornment, in ontfnrm,is ¢rohi§itel aiihout rb€written¢€rnaissian frnn4lRnoi Gnssns Anthonrl.inmWll,¢.I. Job Truss Truss Type Qty Ply A0069888 XR5LG1BL9 CA Corner Jack 4 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:44 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-fgUwzzNEZiWydoUhUlY3hl5_09yJwVu91Ad2v2zMYpj 1-0-0 3-5-11 3-5-11 2x4 = 0-3- 3-5-11 0-3-d 3-2-7 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 0.19 Vert(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.02 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 12 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 3 = 83/Mechanical 4 = 44/Mechanical 2 = 205/0-3-8 (min. 0-1-8) Max Horz 2 = 71(LC 8) Max Uplift 3 = 54(LC 8) 4 = 36(LC 8) 2 = 145(LC 8) Max Grav 3 = 83(LC 1) 4 = 60(LC 3) 2 = 205(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 34-15 zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=145. LOAD CASE(S) Standard a,:.y na na.K rr.a. k xirg r¢; ;z 3; 3[raric[us. son:n:¢tiow wrr ueRca:[¢ w: r «a 4,9' ":p-, a -arw, :rr.:,c,ir¢a.wjn¢¢;W &ht.Il.1..4 111,F.1r ,.;,sket' ' r<iEs:ar«.a da m'rsa.a1y atz mnr>Ide fist r-¢e>ae dta r ¢:Ey .r a'r0 d aiW ry at reyrm an:n is aR ..y .tam ie ¢xR ydm:sar Rpca ar¢g irm n.s. rxa-pro,, war an. .anarm Anthony T. Torntro III, F. E. in w ar t.16. h. r -:in of.¢ &swu hslva x Waran-.0 de lK Wr 6.1 iry<a=w It _ [a yr,.a .n ro¢ ., end u t. -a.p i w n« _b -sw k¢ _ irtid = 80083 nr se¢Rp¢ ,ae lwhel e¢as auxrg ar Pa1 Rpal dr. Rau 4[rp e<i son r usrr [hrre r. e ca da r .4 x mi<a a:tlx tgns,6Aner:aan:,d r:., D•uua; ?:.::or W:y,<a aei ,.u.a,Ma.. r,ff:, 4451 St, Lucie Blvd- en.+ivarmoanr;adrm aa r+n*.mat. ai p mes adva. ti r,,. oe,:P [,riaai t_rne u:up ¢aua.xi,s,<.r [Reae o:as:up. ui.eiadea qx, xrn 9:¢ax.-nr. Fort Pierce, FL 34946 oPyright tg164lR=ai irm szs-krlhnny l.Inmhofll,P.E.ReFdwix-I thisdnaiiment,inony inrn, is P'Aibitxd aithnit' rHn,.P'4"i.i,inn AI Roat Frassxa-knthony Li;nhnill: P.E. Job Truss Truss Type O I Ply A0069889 XR5LG1BL9 CJ5 Corner Jack 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:45 2017 Page 1 I D: hA3xRN7kH8GY_sOsevncy2zOBnp-7021AJOsKOepFy3tl l4J Eye4vZGgfy8J Fq NbRUzMYpi 1-0-0 4-11-11 1-0-0 4-11-11 4x6 11 4-11-11 4-11-11 Plate Offsets (X Y)— [2:0-0-12 0-1-12] [5 0-0-0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.07 4-5 >846 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MR Weight: 17 lb FT = 0 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 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 5 = 268/0-3-8 (min.0-1-8) 3 = 127/Mechanical 4 = 55/Mechanical Max Horz 5 = 109(LC 12) Max Uplift 5 = 77(LC 8) 3 = 98(LC 12) Max Grav 5 = 268(LC 1) 3 = 127(LC 1) 4 = 89(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-228/312 NOTES- 1) 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) -1-0-0 to 2-0-0, Ir terior(1) 2-0-0 to 4-10-15 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. LOAD CASE(S) Standard qu2ig flare thaallr re a:he i110'`::IDis:$'k 7,eERiF!I:WifitJnD ll:lS:dSDMPrLi'Cj#RS"3.EL4Y:kl'Ixn. rn8r aeye w sx.elasuE rxi ro4sn'k:tes;C iyefaa'<Yy;lO:; aid tlett9eel 1. [er f.P_.Idetesh ius!befx _C.IenzM1atiis *tlelmRefCP,uff luiez>da stxlEk a.t .a kdf.a t Da ar-..radres a Saar ra^. ram rrre,%ednerrea;,aaleaa ar pwkkir4'Ixd yndde. ede da ab lIDD Ira lrFl. [wa ve .-mar d.-dr Anthony T. Tornbo III, P.E. n dh - m, ear WWI h th r - u141eG dc6 ae A - tgrse W.D' njD rae,mdua dta tic, & IK Wtk e'Aw.lfiq ek Wit I. Tk pe I 0. to RD ae arfild tii. ied,6gkatlir. I r of I as 'r.m, as kk ra'litt4 ? 8D083 Ile UI!'ur D• pera2 GCe M RD aI : ednik iDC H'kN Ip i esdtk 4d9gt ISakhlda tie 1[irEr YD ell 1. fa&A ere d etv}, dria iFLl tdiacik asrasikluktMd:fiesel L Ira,, Dewger, i urM:p;9a'wer ae[ ss 4aeh9ae_ake; 4451 St. Lucie Blvd. nnm. a w e: mo q ¢ap a vmnl l i p.xe, use d. to l r,. D s.a rg a s t lie s,.Edwy sirs a irn,.y re. [ rwe rg r atrq_ JE.erndceS,az, ae et S nd i rkt Fort Pierce, FL 34946 oPyrigkt 7ilbA LRmt$uiset rahony i, Tcmbo ill: P.F. Rtr odud+m Jthis document, inmy form, is Pmkbitad without the w wire peraissiae I'm 41 bdI T'Dssei- 01hnnY t. Lmbo :IF H. Type Qty Ply XR 5LG IBL9 E 01 HI Mip Girder 1 1 A0069890 Job Reference (optional) 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 312016 MiTek Industries, Inc. Thu Apr 27 10:47:46 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-bCbgOfPU5Jmgs6e3bSbYmAAHozciOM1 SUU68zxzMYph 1-0-0 3-0-0 8-8-0 1-0-0 3-0-0 5-8-0 2x4 = 3-0-0 44 = LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.06 5-6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) 0.09 5-6 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 39 lb FT = 0 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-6-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 459/0-8-0 (min. 0-1-8) 11 = 376/0-3-8 (min.0-1-8) Max Horz 2 = 92(LC 27) Max Uplift 2 = 376(LC 4) 11 = 332(LC 4) Max Grav 2 = 459(LC 1) 11 = 376(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-743/637, 3-12=-664/612, 12-13=-664/612,4-13=-664/612 BOT CHORD 2-6=-606/657 WEBS 4-6=-423/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=376, 11=332. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 192 lb up at 3-0-0, and 57 lb down and 65 lb up at 5-0-12, and 57 lb down and 65 lb up at 7-0-12 on top chord, and 112 lb down and 118 lb up at 3-0-0, and 21 lb down and 45 lb up at 5-0-12, and 21 lb down and 45 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 3=-24(F) 6=-38(F) 12=-11(F) 13=-11(F) 14=-17(F) 15=-17(F) 8e¢wt FI Omea11 '.x hx Alfg'. IOttS 1 f: ECJA I:lYik Jkg ll.n73.CY tCf P-.Elk 6EOeY #rl },fil usga p .M u/ k r Ct; Yrt 't1P''xd Mr erY rLEaxia if:; P. It+r iaN Ede ki dE ;MI tt I"0 IIMt"caIMrs WI a ! EiNk di A it Us.xE tM r dyE Diu tl uluaot G 9 ulryrardd r rt lu5n q grzitun k. lxk-tadk a :r ha ]M Ye lgt I ! %I. is ka;r irk.,taaieP aM taa'!m AnthonyedpbrbilktlPsialmd9rYteCrlkn .%M h 1xileg Pam' ie a wl dp It Y !( 1 aab I'4key eek Nrr'I. Pa tY Idi ig@ dwj fi.ld tle7r.s ¢diiy tisdmp. I y - ul rdnat krn. AdkCx ! Nidid T. Tornbo III, P.E. Y -'.lul as gx 2Garadr Alf eels vadrc MigC al'k yaCh dr Ywadhr k'dst(a aud Su'eh idw ka,,%Sr I IF t/ E. t1&1 r eMn.at ix r fare 1%I kfius tlr yes usl6lnes ud knesdtii g.i v; n.s Ce, e, ' 800834- Pi 1 q+pam eulnsc Y.ueh.Mu.uks! alMwise afinedkt,aahxi aq eµeaw.rrgl: dlr gyres ianhid. lulr,t ksn layieu is A,t tM tnll yYrsipu_ L'as. t;Me hlie.a a'u!WWI, 41 atAdirad-na. uenklteet i.71 I. 4452 St. 1 uCi2 Blvd. Fort Pierce, FL 34946Cogpigkri72416A -I Reaf Fte ut Aethorty 1. i.mhn!II: P.E. Rrtoeuniov .l this dhcameat, in ony hrm, is Ptohi4itzd wahout±he wlmenpermittien kc'n 4l Rati Trrssas llrvhnhy l.Iamha iil; P.E. Job Truss Truss Type Qty Ply A0069891 XR5LG1BL9 F01 Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: B.uzU s Aug 31 zulb runt: a.uzu s Aug 31 zu1 u mi i eK industries, inc. Thu Apr a w:vrv7 26 i t raye i I D:hA3xRN7kH8GY_sQsevncy2zOBnp-3P92b?Q6sduXUFCG996nJNjR_Nuz7rncj8siVNzMYpg 1-0-0 5-6-0 8-6-0 14-0-0 15-0-0 1-0-0 5-6-0 3-0-0 5-6-0 1-0-0 Dead Load Defl. = 1/8 in 44 = 1.5x4 11 1.5x4 11 4x4 = 334 5-6-0 5-2-12 8-6-0 3-0-0 13-8-[ 5-2-12 -3 4 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 0.40 Vert(LL) 0.13 7-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.18 7-8 958 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Weight: 51 lb FT = 0% 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 3-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 1012/0-3-8 (min. 0-1-8) 5 = 1012/0-3-8 (min. 0-1-8) Max Herz 2 = 35(LC 32) Max Uplift 2 = 703(LC 4) 5 = 623(LC 4) Max Grav 2 = 1012(LC 1) 5 = 1012(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2164/1458, 3-15=-2022/1417, 4-15=-2022/1417,4-5=-2164/1465 BOT CHORD 2-8=-1339/2004,8-16=-1349/2022, 7-16=-1349/2022, 5-7=-1338/2004 WEBS 3-8=-132/314, 4-7=-145/314 NOTES- 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=703, 5=623. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 287 lb up at 5-6-0, and 80 lb down and 104 lb up at 7-0-0, and 244 lb down and 287 lb up at 8-6-0 on top chord, and 144 lb down and 135 lb up at 5-6-0, and 59 lb down and 82 lb up at 7-0-0, and 144 lb down and 135 lb up at 8-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-12=-20 Concentrated Loads (lb) Vert: 3=-193(B) 4=-193(B) 8=-133(B) 7=-133(B) 15=-80(B)16=-52(B) tMatiq Flnv mmsdruM.n 1110 imSSESk'.i:o(C IilfkS6 JlCIII.lSiJi OYI'RUY"r A! -a EWYlria,irtdt terW msu!-Kt antnldtI,."L i.elela: P..IrM fkuielx tli tl!'iu ^[id RICC Il ddtatl dtn;:aiHt,tailiatoenk,atttotasou,hr _..ntlEtar?.d:.ngtl <rre,nt,rcnaldan . le a rerrz;> amn nttutneatn m;tgiox4tntocnll.mtitnl.izayll..e M.:,wq.ntn..nnssl Anthony T.TomboI11,P.E. tdn abr un tE ld n i 5.10 d%a—, Ik C'.n AbndgeM: IMl Nqon; ¢x,ianr ntran II n IK Ithi 1' .Iliq td WrPI !IA Pp! idi ICO WhA 0 n F.st. kddig ka C, i P 4naa nt ka4M k'k rx_"iiata g. 80083 nt bWq hupeltrit;tn All nntm W k lk IDe tdle rutrs t pnins dtat WinIq-1 SAnMt W3156PMkt y IF;- nt 5n rt:d dMr""Pd lnlltmt ntrt'Pnsiidw at fines d lk 1—ft7n,.m:, kiP iq.. W1—PMnian, odess 44515t. Lucie Blvd. ttic+is. tehNhlilmldlpnignil n"ydwwsis bi In SSO.C.0- OMKMNi All .gadLN ros, at tt64dd.11 t. Fort Pierce, FL 34946 oppig61 2iilbAIiaaf brsses Arthoayl.lambo101 Repsodunim of this doc—L ioany farm,isPsahihitel -withounhertiften permistiaa fine A-1 talf Twses AathoayLlamboll1J.I. Job Truss Truss Type Qty Ply XR5LG1BL9 F02 Common 2 1 A0069892 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:48 2017 I D:hA3xRN7kH8GY_sQsevncy2zOBnp-XbjQpLQldxON6PnSjtdOrbGaonGWslGlyobF 14-0-0 . 15-0-0 44 = Dead Load Defl. = 1/16 in N Io 3x4 = 1.5x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.13 6-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.11 6-12 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS Weight: 49 lb FT = 0% 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 5-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 620/0-3-8 (min. 0-1-8) 4 = 620/0-3-8 (min. 0-1-8) Max Horz 2 = 43(LC 17) Max Uplift 2 = 409(LC 8) 4 = 324(LC 8) Max Grav 2 = 620(LC 1) 4 = 620(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-880/1270,13-14=-819/1275, 3-14=-819/1286, 3-15=-819/1286, 15-16=-819/1275,4-16=-880/1270 BOT CHORD 2-6=-1111/777, 4-6=-1111/777 WEBS 3-6=-494/274 NOTES- 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=409, 4=324. LOAD CASE(S) Standard Nn4 nett? "I! rt— WA I IDAi i1D55g Sili[i? ;Fk3A! UN5 &:DORM f DSTDdt,-r&F.f) ItrkDi muiAr Ive. irrdr eesge rea—ai em wts u Nor k!iy dtry!Imi?mdpe Adkny 1. 1ah IP. r.[. 10'.— siW. W.1" rdrss ft— Mel n ne Dm.alr TlklauppToe4k dl Asetr s D.1,Eqm a, e. r rpy hyis+ atlwmmy'Du rgre:msttrrgou;e do par - degpriq:«v:ld[h fx k k'P d 1k S.1kl hrMs ne IDC ly ud IM Lr. a..«« rP s 4a t eaLi s xd q Anthony T. Tornbo III, P.E. t. edh Wr tty hih p rtt is ifi ddeD prC nd4n ed peke ne Lrlfmr0 a Me adeadt n ne lx Itsi.el Pa lag ed /tr-i De q Idf tDD eAi M1ed rip t s,'rd:tiyk lisp, ep' i 1' 'k r 'le lk re ttsdlifyd 80 g3 n9s11'mrDs re[p>nap. All Ms s', M it lk IN d 1R pwa 1 pillar d"i[4"(p*I sAN kla gSl3rkkki 1. le al Ssu re Ada IW: rmtlp lnlldpesne•espos:MlAim ulpnesdlkl.,0 sns:. ess De..i(,je«r eu lnsppuM;hra etless ake..:e. rdnr;anenq,aaerttn nr.,ekye rr•netnnt>alktr,,,Da«[er w,isk.thew:wqD<::ypaatr.a<.tpeshrape>re. lo>}ul:orpd'.:k praerta,nao :n.t- 4451 St. Lucie Blvd. oPyrighND 141 d 4-I Pnallnsak bA ny T.440 i11,1`1 llgmdwim of this dop —t; in ony loom, is ymhilited whho the rrtitten permission hom A l bf irasn5-Arahoay L lamho ill; P.E. Fort Pierce, FL 34946 Job Truss Truss Type QtI Ply A0069893 XR5LG1BL9 FG02 FLOOR 3 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:48 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBnp-XbjQpLQldxON6PnSjtdOrbGXynAGs601yobF2pzMYpf 6-12 6-8-4 8-7-8 11-6-0 13-5-4 15-%l2 17-8-4 20-1-8 2-5-4 2-1-8 2-1-8 1-11-4 2-10-8 1-11-4 2-1-8 2-1-8 2-5-4 1.5x4 11 3x8 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 5x8 = 1.5x4 11 13x10 = Dead Load Defl. = 5/16 in 3x10 = 10 4x4 11 410 = 7x10 MT20HS= 3x8 = 2x4 11 2x4 11 3x8 = 2x4 11 400 = 4x4 11 6-8-4 2-6-4 15-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.59 15-16 402 360 MT20 244/19" TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.91 15-16 260 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix -MS Weight: 326 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20 = 5603/0-5-0 (min. 0-1-9) 11 = 4977/0-3-8 (min.0-1-8) Max Grav 20 = 5603(LC 1) 11 = 4977(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-4014/0, 1-2=-9710/0, 2-3=-9710/0, 3-4=-22266/0, 4-5=-22266/0, 5-6=-25477/0, 6-7=-22161/0, 7-8=-22161/0, 8-9=-9798/0, 9-10=-9798/0, 10-11=-4031/0 BOT CHORD 19-20=0/1030, 18-19=0/18077, 18-21=0/17981, 17-21=0/17981, 17-22= 0/25477, 16-22=0/25477, 16-23= 0/25477, 15-23=0/25477, 15-24= 0/25477, 14-24=0125477, 14-25= 0/18030, 13-25=0/18030, 13-26= 0/17927, 12-26=0/17927, 12-27= 0/1101, 11-27=0/1101 WEBS 1- 19= 0/9430, 3-19=-9145/0, 3-18=0/1430, 3-17= 0/4682, 5-17=-3906/0, 5-16=0/1417, 6-15= 0/1470, 6-14=-4018/0, 8-14=0/4494, 8-13= 0/1542, 8-12=-8929/0, 10-12=0/9448 NOTES- 1) 3- ply truss to be connected together with 1 Od 0.131" x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE( S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Od Q.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down at 0-2-12, 841 lb down at 2-6-4, 841 lb down at 4- 6-4, 841 lb down at 6-3-12, 841 lb down at 8-3- 12, 841 lb down at 10-3-12, 841 lb down at 12-3- 12, 841 lb down at 14-3-12, and 841 lb down at 16-3- 12, and 841 lb down at 18-3-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1. 00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 1- 10=-100, 11-20=-10 Concentrated Loads ( lb) Vert:20=- 845(F) 19=-841(F) 18=-841(F) 21=-841(F) 22=-841 ( F) 23=-841 (F) 24=-841 (F) 25=-841 (F) 26=-841( F) 27=-841(F) ierzh; JI.. 4-P me WA Mi- TIKUI S. 1 Fr3i I Ek58 J#mA %5 JS Y ri,T rkrr P.EM'lftkr brolee ee. >P rd 4n 1 "'d t d pbc'.q Rb? Mh ldky'1 [ k f -r lek 5 !11dx L 1 kk se sM 1 R I A h ra:tt x aessxt niz. hCak,dl.LOIS, usatr a i.,.8,er r .,At5M,-r TV, Inl_IkAnthonyT. Tombo III, P.E. n dti' sb aq kiuws de r i'a 1'h dk[g Bs Cwx #M- e.gecnu kAf tB per, ie7 uq set II @ ix Itul i tfgcd ul Ril Tk ry IEIi NO 'eq fi:d d is , ed, gkktm. hen esik Sa.ktlx # NIA d t 80083 qe to lfq d•-yn t(nF m Uwe,sd edhk K IIe Vie, M pitIm, 0he reum(' yr. 1SAh We Iw "ItRitiFkl 4 M.dSKI to -et " -mId 1%I''fnet N.",nW." W d;rrci d h_la.>6 s'^ger.: is sge.ae:,Me he I.- h.l n. ednl 4451 St. Lucie Blvd. eanwne «r.fyetsenanro . rn'c war :gdlp trzs nnhb li rn„s o.s.«rg;eH, sI_[sk kurcq oeslpin ret. s,.tseR. hrac n. r":.e>l. ,ul gadl.cf:,x,x a fd xlr m1. Fort Pierce, FL 3494o apyright s"t 111&4Ipoalitais:s kr:>hurty i.lumha ill. P.E. Repladumix ci this documnat. in any farm, it prokiEited'mithontihe wsinen peimfssiaa Lnn A -I teoittussas kethunyL l;mbo![I:?.[. Job Truss Truss Type Qty Ply XR5LG1BL9 FG03 FLAT GIRDER 1 2 A0069894 Job Reference (optional) Roof Trusses, Fort vierce, FL 3494b, deslgn(rna1truss. com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:49 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBnp-On HpOhRNOE8 EjZMeGa8FOooiiAX4bi iuARLpaFzMYpe 5- 4-10-49-4-12 11-9-11 14-0-15 16-4-3 18-7-8 21-2-8 0- 5-8 4 4-12 2-3 4 2-3 4 2-4-14 2-3-4 2-3 4 2-3 4 2-7-0 Dead Load Defl. = 3/4 in 3x6 = 4x6 = 3x6 = rx10 M12UH-- 3x4 = 2x4 II 2x4 II 3x4 = 3x4 = 3x6 = 4x6 - 7- 1-8 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 NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP M 31 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 21 = 255410-7-4 (min. 0-1-8) 12 = 2554/0-7-4 (min.0-1-8) Max Horz 21 = - 39(LC 6) Max Grav 21 = 3005(LC 2) 12 = 3005(LC 2) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 21=-347/0, 1-2=-542/0, 2-22=-6294/0, 3- 22=-6294/0, 3-4=-11588/0, 4- 23=-14308/0, 5-23=-14308/0, 5- 24=-16117/0, 6-24=-16117/0, 6- 25=-14282/0, 7-25=-14282/0, 7- 8=-11105/0, 8-9=-11105/0, 9- 26=-6307/0, 10-26=-6307/0, 10- 11=-542/0,11-12=-350/0 BOT CHORD 20- 21=0/6294, 20-27=0/11061, 19- 27=0/11061, 18-19=0/14308, 18- 28=0/16117, 17-28=0/16117, 17- 29=0/16117, 16-29=0116117, 16-30=0/16117, 15-30=0/16117, 14-15=0/14282, 14-31 =0/1 1105, 13-31 =0/1 1105, 12-13=0/6307 WEBS 5-1 8=- 1 957/0, 2-21=-6191/0, 4-18=01715, 2-20=0/1752, 4-19=-3028/0, 3-20=-5158/0, 3-19=0/1492, 10-12=-6205/0, 6-15=-1986/0, 10-13=0/1766, 7-15=0/713, 9-13=-5190/0, 7-14=-3436/0, 9-14=0/1386 9-4-12 11- 9-11 CSI. DEFL. in (loc) TC 0.71 Vert( LL) 0.3016-17 BC 0.74 Vert( TL) 1.0216-17 WB 0.28 Horz( TL) 0.12 12 Matrix-MSH WEBS 5- 18=-1957/ 0, 2-21=-6191/0, 4-18=0/715, 2-20=0/1752, 4-19=-3028/0, 3-20=-5158/0, 3-19=0/1492, 10-12=-6205/0, 6-15=-1986/0, 10-13=0/1766, 7-15=0/713, 9-13=-5190/0, 7-14=-3436/0, 9-14=0/1386 16-4-3 18- 7-8 I/defl L/d PLATES GRIP 841 360 MT20 244/ 190 244 240 MT20HS 187/ 143 n/a n/a Weight: 230 Ib FT = 0 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0- 2-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Web connected with USP WS6 screws as follows: 2x4 1 row at 0- 9-0 oc. 3) 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. 4) 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 ; end vertical left exposed; Lumber DOL=1. 60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 29 Ib up at 2-5-4, 7 Ib down and 21 Ib up at 3-0-0, 7 Ib down and 21 Ib up at 5-0-0, 7 Ib down and 21 Ib up at 7-0-0, 7 Ib down and 21 Ib up at 9-0-0 7 Ib down and 21 Ib up at 10-7-4, 7 Ib down and 21 Ib up at 12- 2-8, 7 Ib down and 21 Ib up at 14-2-8, 7 Ib down and 21 Ib up at 16-2-8, and 7 Ib down and 21 Ib up at 18-2- 8, and 11 Ib down and 29 Ib up at 18-9-4 on top chord, and 10 Ib down at 2-5-4, 9 Ib down at 3-0-0, 9 Ib down at 5-0-0, 9 Ib down at 7-0-0, 9 Ib down at 9-0- 0, 9 Ib down at 10-7-4, 9 Ib down at 12-2-8, 9 Ib down at 14-2-8, 9 Ib down at 16-2-8, and 9 Ib down at 18-2-8, and 10 Ib down at 18-94 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live ( balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 12-21=-20 Concentrated Loads (lb) Vert: 8=-2(B) 18=-9(B) 2=-3(B) 4=-2(B) 20=-10(B) 19=-9(B) 3=- 2(B) 10=-3(B)15=-9(B) 13=-10(B) 7=-2(B) 14=- 9(8) 22=-2(B) 23=-2(B) 24=-2(B) 25=-2(B)26=- 2(B) 27=-9(B) 28=-9(B) 29=-9(B) 30=-9(B) 31=- 9(B) Trapezoidal Loads (plf) Vert: 1 =-1 85- to-24=-255, 24=-255-to-1 1 =-1 85 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 12-21=-20 Concentrated Loads (lb) Vert: 8=-2(B) 18=-8(B) 2=-3(B) 4=-2(B) 20=-8(B) 19=-B(B) 3=- 2(B) 10=-3(B) 15=-8(B) 13=-8(B) 7=-2(B) 14=- 8(B)22=-2(B)23=-2(8)24=-2(B) 25=-2(B) 26=- 2(B) 27=-8(B) 28=-8(B) 29=-8(B) 30=-8(B)31=- 8(B) Trapezoidal Loads (plf) Vert: 1=-234-to- 24=-295, 24=-295-to- 11 =-234 14) Dead: Lumber Increase= 0.90, Plate Increase=0.90 Pit. metal=0.90 Continued on page 2 Uniform Loads (plf) M.j, pi 14. # A!re.u:• 1. 'A. I Iq;: TIP.iSFk_ `03A!I:LN55 sD1Rli!;9?omi' r,gNrnk EKW!s' h:a. W, eegip pr.._s W'.1 . N, Fest Ces p[ r"7Rfaw k Ash, 1.1.idIN. t:.le- 5aeahlne- hiss, ?a'aise"Id m Re 13.M! Ahla-V pittri,kil a rs if,. 7 Wuk 44, As o1r6-.p 6! u.!5f Aff,w%t :In assTVoq,.sd «grh., tM/ek aA egi 'S ,ae tn3.lar 7.rl ye of ke. mIkI WN k16G . FI l':=n yv alt. 'a5 ah 16,I0 Anthony T. Tor^:bo III, R.E. W edn ictldsg 9s 1 - IiR AkeD kaC xAk 'aprF h. 3eM iD.Ae.d+ k Ap U tl H Itiek.d i;-1lgsM=W 1P-1. Ebe g +elAk 1D0 oui fieN &ri as_idedy uip, k t - 1 .Axe i as;:hd+ 1 "Ihid " heS III D 'ga k(* rrcl Aq st - Aelh iD' i'teiuY elt i dim Nwq(-peeet Saar vlx wjts6 pihsw if 1. ad sAu I t'a.-E.art FW IN oft.,$, mmiijjiit, W 6W d N la.. D:i^aer:.taes& p -a*ner nt ins. Au.WWa Msst 80083 etle.wa xrmf tj n; maixt'4 in7 w.nst lrW tin ln6.i In Frn,. Desp [goex is!-7 tle 6i iliq Deslpn 1ns, so. More Ane Aaifg 91;gmid:xx:, ar rt 3,11a4 k"in n. 4451 St. Lucie Blvd. oprrigkED 2tlkh-I RDoI Frusses Anilinyl.lanDoil FF. Rc7ttaucliar ai Mis dneameat, in any farm, is proh;2iixl xlhaurh€written gtrnitsian Esnn 4-I Nan1 LDs5zc AethaorL fcmha ill: P.E. Fort Pierce, FL 34946 Job T ass Truss Type Q I Ply XR5LG1BL9 FG03 FLAT GIRDER 1 2A0069894JobReference(optional) A9 hoot I russes, tort Fierce, tL 54U4b, aeslgnLa-uruss.com LOAD CASE(S) Standard Uniform Loads (plf) Vert: 12-21=-20 Concentrated Loads (lb) Vert: 8=-2(B) 18=-3(B) 2=-3(B) 4=-2(B) 20=-3(B) 19=-3(B) 3=-2(B) 10=-3(B) 15=-3(B)13=-3(B) 7=-2(B) 14=-3(B) 22=-2(B) 23=-2(B) 24=-2(B) 25=-2(B) 26=-2(B) 27=-3(B) 28=-3(B) 29=-3(B) 30=-3(B) 31 =-3(B) Trapezoidal Loads (plf) Vert: 1=-220-to-24=-255, 24=-255-to-1 1 =-220 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=1.60 Uniform Loads (plf) Vert: 12-21=-20 Horz: 1-21=31 Concentrated Loads (lb) Vert: 8=1 6(B) 2=21 (B) 4=16(B) 3=1 6(B) 1 0=21 (B) 7=16(B)22=16(B)23=16(B)24=16(B)25=16(B) 26=16(B) Trapezoidal Loads (plf) Vert: 1=-170-to-24=-259, 24=-259-to-1 1 =-1 70 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=1.60 Uniform Loads (plf) Vert: 12-21=-20 Horz: 1-21=-8 Concentrated Loads (lb) Vert: 8=16(B) 2=21(B) 4=16(B) 3=16(B) 10=21(B) 7=16(B) 22=16(B) 23=16(B) 24=16(B) 25=16(B) 26=16(B) Trapezoidal Loads (plf) Vert: 1 =-1 67-to-24=-235, 24=-235-to-1 1 =-1 67 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 (plf) Vert:12-21=-20 Horz: 1-21=24 Concentrated Loads (lb) Vert: 8=16(B)2=21(B)4=16(B)3=16(B)10=21(B) 7=16(B) 22=16(B) 23=16(B) 24=16(B) 25=16(B) 26=16(B) Trapezoidal Loads (plf) Vert: 1=-170-to-24=-252, 24=-252-to-1 1 =-1 70 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: 12-21=-20 Horz: 1-21=-5 Concentrated Loads (lb) Vert: 8=16(B) 2=21(B) 4=16(B) 3=16(B) 10=21(B) 7=16(B) 22=16(B) 23=16(B) 24=16(B) 25=16(B) 26=16(B) Trapezoidal Loads (plf) Vert: 1=-167-to-24=-235, 24=-235-to-11=-167 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:49 2017 Page 2 ID: hA3xRN7kH8GY_sQsevncy2zOBnp-OnHpOhRNOE8 EjZMeGa8FOooiiAX4bi iuARLpaFzMYpe Aneiq FlemtkeuKklrreruri lllC .it"S k'3,fERiFil E.456 J4CIn'dS JS CM Wf.0 tAk;fi FCad RrM.ynifP [e. Meu Mtn wimsRdt Cgem-vtCLC"ziltl ll9 rt-[l, M 1'. id^..s Y.hw al at -esR11 BtC It i4laksuenerdMssEallu •esta.'k.Ptkktdt! 1 .sPesrxEq¢.tt i_.,.yneF{Eq:e!„d..uuyi6u gn.ulsc:u,rynaedtkPerc csud<a:.siyi.,yss:GEh!a u k gedries y n.fxi]NeeYxl6k elr.eutt lFL lk:N:tem.ngt'te-:atiry edeiws.,rint:or AnthonyT. Tombo 1I1, P.E. n dur a urNm Ike g siol'A dAs6 deu a fAku ige:cnH kilt' ym'y ,hie:errtr ds! It rie i3( ytxl I' Ideg ced Wig I tRe egr.. Idri taA r, kN ri I'll. udx:q kvihu. I q ntidm kn'se sk! 4k -yemi 14H 80083 He ie llregC iyrrrtti tear M MW „s. M. lk lDC yY y fi'u M pvlwsdtsr.le,9q(cpuen:Cely Wnt. HSilyMM ii I, d,!U tte:d g6ry dgidau t%Ieefi. He musmlukt WdAnd lktlosi m:ge:y'xtt al lM1ss P.uxh:Me; nhss 4451 St. Lucie Blvd. erin.i.taxt:,mq, yurwnigk+igalminel+N.reei.,,,mt[aymni,c:tma..lagksiysa. t.s:.y;lex.&y'tqs,:NIq.SII:gMhkax,n,nsi.ds:yn. Fort Pierce, FL 34946 Cnypights 2016 A Raot ltossas- Aothonyt. iamb. al: P.E. Reatnd.,fi. at this dommaat. inony form,!, Pyohi6itad ailhoonhe.'inn pv.issian tram 4-1 Iasi itauas AnlhooyGlambn ill, P.E. Job Truss Type Qty PlyXR5LG1BL9FL01FF1001. 4 1 A0069895 Job Reference (optional) a,trUb— 111 0-1-8 H 1 2-6-0 Kun: S.u2U s Aug 31 2UIb rnnt 8.UZU s Aug 31 2016 Mi I ek Industries, Inc. I hu Apr 27 10:47:50 2017 Page 1 ID:yPUCgGfLZTgtoRCQb7?INaz2jnS-U_rBEOS?9YG5LjxrglfUxOLvSagcK1 c2P54M6izMYpd 1 1-5-8 1 1-3-0 O-A-81I Dead Load Dell. = 1/4 in 3x8 = 3x4 = 3x6 FP= 3x4 = 3x8 = 1 9 7 A S C > 3x6 = 3x8 = 3x4 = 3x3 = 3xl2 MT20HS FP= 3x8 = 3x6 = 1.5x4 SP= 21-2-8 riare urrsets tx,rl— 11:tdge u-u-12J [13:U-2-8 LdgeJ 116:0-1-8 Edge] [19:0-1-8 0-0-12][21:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.45 16-17 >559 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.72 16-17 >346 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 12 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 104 lb FT = 0 % F, 0 % E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard 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) 12 = 1146/0-7-4 (min. 0-1-8) 18 = 1146/0-7-4 (min. 0-1-8) Max Grav 12 = 1146(LC 1) 18 = 1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3716/0, 3-4=-3716/0, 4-5=-4908/0, 5-6=-4908/0, 6-7=-4908/0, 7-8=-4908/0, 8-9=-3712/0, 9-10=-3712/0 BOT CHORD 17-18=0/2167, 16-17=0/4623, 15-16=0/4908, 14-15=0/4616, 13-14=0/4616, 12-13=0/2159 WEBS 10-12=-2387/0, 2-18=-2396/0, 10-13=0/1717, 2-17=011712, 9-13=-261/0, 8-13=- 1000/0, 4-17=-1003/0, 8-15=- 95/729, 4-16=-151/714, 7-15=- 369/25 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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. tpxr-FI tl Fail u L-1ID tD'S S'J EA t1l I=WS6 JkPI11 A JS Dk tGr t"41A :a Ftbu kl'fue. lx/R ff r•N. vx at ral -- Ke I & g•Art w`ID"`atdN /ttawt l.I It i:.? fde S' Eixe .CI etn-urtf/ d I"D {/ Nd<it eek EhM idly us is 7s DC Mlt td'f dseit D is bpxx ...}s dT Etya D^ a r Du qs Aswtrtphx dM pmt xpileFgW pr .pe. Eizn m?dz! i}Sdtle;ielh` ke9^d Y.>.ICC li dx lfl 1. }xu ye kt d'r h'dr Anthony T. Tombo III, P.E. at es•dn 4. IN&I y .IArdkeD 9eC . aAM' -qm' D.6it D ax u@t a dluq It H II#i 1' Irq d R'i, tk p, de'i 7DD atgkll dd r _ Mwiy xdtg. ry,' tl i ¢aL ad;l tz pe."IiFpd _. 80083 Ne islfmlDgxklakxlAIICe•p ie lS:}D 1&IrcM- lga ezi dlkk q(rpwiY.rttr 1px t I(Sfi lDkeek l.WS6.{ p t 3 xpW-}%.lafixslle regas imee nl n:lrespM l.,D.ss x..rist&p;a}eex ed In sYFah.Mer dn. elle.vfs. afmdht,xhxt tgee tn.txRxe l!d} I Inde'd. Ix frr,. Des -a Gg'zw tsF rtlekiliq Desipax ltl, Srtlm Eq. ayi'libq. All ufadt:d xx, x•rs 9piad z;%I. 4451 St. Lucie Blvd. ayyrlg6t®Ytl6 A l Aaaf Gass=s-AaEhDay i. t;nio a6 P.E. Rspfadaniandtfiis docamsnt. in aey tarm,is proEi6ilzi w7kmh fie -in,- permissianfinn A -I iaaifiasszs-Aefpoaj l.lomia ill; P.t. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0069896 XR5LG1BL9 FL02GE Floor Supported Gable 1 1 Job Reference (optional) Al Koor i russes, rarl YlerCe, rl_ 6vuvo, aesign(wa uasaaain uy o ,+y .+ Z. ay- ID:hA3xRN7kH8GY_ sQsevncy2zOBnp-U_rBEOS?9YG5LjxrglfUxOL1 Ha2ZKDu2P54M6izMYpd 1 2 3 4 5 bVU ST1 STi ST1 WS I:. sz 61__.___... ................ 10 9 8 7 6 Plate Offsets (X Y)— [1:Edge 0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-R Weight: 22 lb FT = 0%F, 0%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 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. REACTIONS. All bearings 4-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 10, 6, 9, 8, 7 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 14-0 or. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard mr,.Reestr au s•>Ner tM „ Emu Rt55BNv.B", EiR1L t9.# rpKis,4i.OR .dIE'9S.[17tblilp!kI`W., Va+ks;p tn,za?s iat xtl.+; pbc 7a_R4ip.—qflU, pis —rt{'eassll?.tzlxM•ttt Sb,N ktarc ne. 6xr„#3! ise sktr t, W—t Mt,t.xu^+. fs-W.i,r,wimrxtfftex,srd.r If"slt,vVE w e,..jueEHia •'.$ac nexrlW»rExa sp>;vm +:n:a"cn,wdsq Erputweuusrla t ualv;t:ylivsreq»d n OR xlh.l.i a s, s,P ra:a+,q a,:,m..,=n€,; AnthonyT.Tor;boI:I,P.E xd es un ! ! r yr r _., m ,a q,aa ro.e eaya ya ,an, as ,x a( mid q: a i IxsPndea I ® padt .,aye s: wqa .:iz+, ..i imp slaia e6c€t + ; 8TQ83 WA" 00. kns 5e r,tros R>cp[.1,— at4451 St. iudp Blvd. ff s;ta 4cele edn,.acr tguf xtuwW.a[s nn:rt M, iehel.*pt+sn's;gtegue.•i. Ne tt ureut:estp..a tars az., ,irz na. 4m}kr rttm.:Fa as e; ae'e1wtF4h. Fort Pierce, FL 3e946 tbpyrigbt 5D16 A -I Sool lraszes-hiikser Liombolli.M. iepmdafmari ibis dii—r-iii.q Wis.r, 6»mAI fooilusses-WWII, halo III, F1 Job Truss Qty Ply XR5LG1BL9 FL03 F- ssType 4 1 A0069897 JobReferenGe optional) 0-1-8 HI 2-6-0 mun: o.UZU s Aug 31 Zulb Ynnt: b.UZU S Aug 31 2Ulb MF I ek Industries, Inc. Thu Apr 27 10:47:51 2017 Page 1 I D:yPUCgGfLZTgtoRCQb7?INaz2jnS-yAPZRMTdwsOyztW 1 O?AjTDu 1 T_9t3U8,Bgelgvf8zMYpc 1-9-4 11'— 31 1 I 2-3-4 113= F —0 0F10 Dead Load Defl. = 1/4 in 3x8 = 3x4 = 3x4 = 3x3 = 3x6 FP= 3x8 = 3x3 II 3x3 = 5x6 — 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x8 = 3x8 MT20HS FP= 3x8 = 3x8 = 3x3 = 3x6 = 1 LOADING(psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T1: 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B2: 2x4 SP M 31(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 2-2-0 oc bracing. REACTIONS. (lb/size) 15 = 102/0-3-8 (min. 0-1-8) 26 = 1095/0-7-4 (min. 0-1-8) 19 = 1579/0-3-8 (min. 0-1-8) Max Uplift 15 = -78(LC 3) Max Grav 15 = 210(LC 4) 26 = 1099(LC 10) 19 = 1580(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/0, 3-4=-3514/0, 4-5=-4608/0, 5-6=-4608/0, 6-7=-4129/0, 7-8=-3196/0, 8-9=-3196/0, 9- 1 0=-3196/0, 10-11=0/608, 11-12=01605 BOT CHORD 25-26=0/2062, 24-25=0/4324, 23-24=0/4324, 22-23=0/4129, 21-22=0/4129, 20-21=0/4129, 19-20=0/1693 WEBS 2-26=-2280/0, 10-19=-2422/0, 2-25=0/1605, 10-20=0/1679, 3-25=-251/0, 4-25=-896/0, 7-20=-1420/0, 4-23=0/410, 5-23=-408/0, 7-21=0/385, 6-22=-365/0, 6-23=-120/866, 12-19=-685/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. CSI. DEFL. in (loc) I/deft L/d TC 0.82 Vert(LL) 0.49 22-23 502 360 BC 0.97 Vert(TL) 0.77 22-23 322 240 WB 0.80 Horz(TL) 0.09 19 n/a n/a Matrix-S 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 15. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1 Hy PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 128 lb FT = 0%F, 0 %E Hneani. 1te.„3. iwa:, rIntIaay-eFeanlOfarertdnNHercre+ ase :¢ a4 eg(lalaMrka§nJ'aaIn¢ rc, enxeGq• np 7a, a1mDCyv4. sit•kfitns¢G:; InImder,I;# aN,.{, 1ydsPs'C: olaelatrI" n'uk>eaegN<:esDiMtaa! FgIFktaNl s> syn e::uo_ y mAahnnet : Fk anyiieosUgw, ut- rcet YluphD ersnl- l .S1a¢ iolcy xiApa;[,re.w.weN.t :cz.ardHrws SfnHt.trI. ngRehy, xx! ma1 ., H 1ntn' wtg.r nlaa=+st3 I .lmf- u.« ly<eeu-lKraI. avel:yfnix „:y{ ep..; ren: dren.it.iH: Mh,cRme: IMyacID(Pa f- I<'pw'°fiIntlmxsn; fe yaensnyr,naresmdall.an;resl.n. t l! gspala:csr:-DdrG 181Ir1, ..,a>,, ar: ixiflawlar, lLdneesesa.kp,. nw- ar; g{ en ae. re.. luae: iaeie: ttz< mlaF, mteln- c` o1.er, l4?,dAnthonyT. TomboIII, F.E.e.rmDWwr•Hn r- e.y a,Hny srP'- tmnk80083 l, ln..; g4451 St. Lucie Blvd. Zt Fort Pierce, FL34946epyrigdtYltl64lFwlGusset-Acffiarty l_tam5o III: P.F. Reamdupi r.-all6a dotameat. in ony form. is probiEiled wa5out?dn writte-npelmist7ortEsnfa4-I Nanf Guiszt-Fnffioey i.lcm5a ill; Y.E. Job Truss Truss Type Qty Ply A0069898 XR5LG1BL9 FL04 Floor 2 1 Job Reference (optional) Al moor i russes, t-ort vierce, t-L 64u4t3, aesfgnlaa i Eruss.com 0-1-8 H' 260 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:52 2017 Page 1 ID:yPUCgGf ZTgtoRCQb7?INaz2jnS-QMzxeiTFh9Wpa15DyjiyORQB90VoowzLsPZTBazMYpb 4 2-1-4 0 8 Dead Load Deft. = 1/4 in 3x6 = 3x4 = 3x4 = 3x4 = 3x6 FP= 3x8 = 3x3 II 3x4 = 0 1 2 3 4 5 6 7 8 9 10 11 12 13 0 25 [c5 Io 2 o Q 0 22 21 20 19 18 17 16 15 14 3x4 = 3x8 = 3x8 MT20HS FP-- 3x8 = 3x8 = 3x6 = 3x6 = 1 1-8,Edge], [1 16:0-1-12,Edge], LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) 0.47 18-19 523 360 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) 0.74 18-19 336 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER - TOP CHORD 2x4 SP M 31 (flat) *Except* NOTES- T2: 2x4 SP No.2(flat) 1) Unbalanced floor live loads have been considered BOT CHORD 2x4 SP M 31 (flat) *Except* for this design. B1: 2x4 SP M 30(flat) 2) All plates are MT20 plates unless otherwiseWEBS2x4SPNo.3(flat) indicated. BRACING- 3) All plates are 1.5x4 MT20 unless otherwiseTOPCHORDindicated. Structural wood sheathing directly applied or 5-10-15 oc 4) Plates checked for a plus or minus 0 degree purlins, except end verticals. rotation about its center. BOT CHORD 5) Provide mechanical connection (by others) of truss Rigid ceiling directly applied or 2-2-0 oc bracing. to bearing plate capable of withstanding 453 lb uplift at REACTIONS. (lb/size) joint 14. 6) Recommend 2x6 strongbacks, on edge, spaced at 1006/ -7- -1-) 22 = 1006/0-7-4 (min. 0-1-8) 10-0-0 oc and fastened to each truss with 3-10d 14 = -271/0 3-8 (min. 0 -1-8) 0.131" X 3") nails. Strongbacks to be attached to 15 = (min. walls at their outer ends or restrained by other means. Max UpliftM 7) CAUTION, Do not erect truss backwards. 453(LC 3) Max Grav 22 = 1007(LC 3) LOAD CASE(S) 14 = 108(LC 4) Standard 15 = 2058(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3126/0, 3-4=-3126/0, 4-5=-3848/0, 5-6=-3848/0, 6-7=-3161/0, 7-8=-2019/0, 8-9=-2019/0, 9-1 0=-201 9/0, 10-11=0/2058, 11-12=0/2056 BOT CHORD 21-22=0/1868, 20-21=0/3743, 19-20=0/3743, 18-19=0/3161, 17-18=0/3161, 16-17=0/3161, 15-16=0/335, 14-15=-1064/0 WEBS 2-22=-2065/0, 10-15=-2612/0, 2-21=0/1391, 10-16=0/1870, 3-21=-252/0, 4-21=-682/0, 7-16=-1596/0, 4-19=0/261, 5-19=-441/0, 7-17=0/445, 12-14=0/1173, 12-15=-1379/0, 6-19=0/1042, 6-18=-422/0 25-9-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 129 lb FT = 0%F, 0%E a.dy fln.admallt arw:t Ge !IN .tt'3'S<Ef';,[k3At I:L45fi:JS61n..pS:JS'OYI"[Li:YiklRlri.f llikr lun. {um pp+7p KeanNe as ad ve2<tt'Tet heft Ottlrt Umrur!Itk; xd lle lsrinr 1. ludt 18, t3'tt+f W- m. ul+n#lmitt hiet m d+TED, td, - OITIi, dms,idi „+t!o:r raertt++aa e.+re+,:¢+,utg4aa;it.'r+t 4fr F .,nt,,d.;rasrq"".I,.,.,;ft,d.po,t=.w,I,y "!!, ;ai!ni+'kIts lk,n01,r.stnaed++n+ln.lt,..Tfll. r,i,loT:.a{a++Iw r to s.wl+lody AnthonyT. Tombo III, P.E. rr. lan 1E+ p a:ly aT6 Q—'rk u*+t awls* ++get+, la kMuagP g ;Nlux rdta Ir tl 2( 0x1 I -It gtd WRI rk qr"Oj1h, TNM e. tk T. atu}k+ilw. f F-sl+lxdw+.eb id.! fis {rc'-liffa : 80083 11+ 8+fFrya pte+ i[+r.+J Allni v a-+IkrN Wtpvlr Mplqwi 4[xW gC &pe+++l S+kh ldw Pom _xlpl lti kt yl 7stu d t!x gm xg:t .Mir do &e rzsgmswalAes nt bhesdlkl ..0. 'rt+,e, ,rvssk 5+eywmni less ucM+.Ine.t+kss 4451 St. Lucie Blvd. td. ett dfmaty+.xbmt 9 egs+. wnsu if .1 p+lies tnlni Sv+. hgi xa'a 1:",Iliry. ,dl,gad +t-s . +t td.td.:riJ. Fort Pierce, FL 34946 Cagyrighs: d2tTI44-I Raoi [frss:c-AethaayLicmha ill; F.E. Re,+adartiaa al this dacamea,lnany krm,spmhihiled mithout!he writlen permissiaafinn A I Rao{Gaisas-kaihaay i. i;m§o!O: F.E. Job TruTruss Truss Type Qty Ply XR5LGiBL9 Floor 4 1 A0069899 Job Reference optional 0-1-8 HIi 2-6-0i 1— 6 11— 3- 2-3-12 3x4 = 3x3 = 3x3 II 3x8 = cun: o.uzu s Aug 3 1 zulo runt: ts.UZU s Aug 31 ZUIb Mi I ek Industries, Inc. Thu Apr 27 10:47:52 2017 Pagel ID:yPUCgGf ZTgtoRCQb7?INaz2jnS-QMzxeiTFh9Wpa15DyjiyORQEuOV4ox6LsPZTBazMYpb 1-7-8 0-H-8 Dead Load Defl. = 1/4 in 3x4 = 3x6 FP= 3x4 = 3x6 = I zu 19 16 11 16 15 14 3x4 = 3x8 = 3x6 FP= 3x4 = 3x8 = 3x6 = 3x8 = 4 LOADING (pst) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 82: 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 2-2-0 oc bracing. REACTIONS. (lb/size) 20 = 1635/0-3-8 (min. 0-1-8) 23 = 135/0-7-4 (min. 0-1-8) 14 = 1022/0-3-8 (min. 0-1-8) Max Uplift 23 =-125(LC 4) Max Grav 20 = 1637(LC 8) 23 = 299(LC 3) 14 = 1025(LC 7) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-318/485, 3-4=0/1021, 4-5=0/1023, 5-6=-2734/0, 6-7=-2734/0, 7-8=-3848/0, 8-9=-3848/0, 9-10=-3848/0, 10-1 1=-3260/0,11-12=-3260/0 BOT CHORD 22-23=-485/318, 21-22=-485/318, 20-21=-485/318, 19-20=0/1210, 18-19=0/1210, 17-18=0/3848, 16-17=0/3848, 15-16=0/3908, 14-15=0/1968 WEBS 2-23=-350/534, 3-20=-919/0, 12-14=-2160/0, 5-20=-2263/0, 12-15=0/1428, 5-18=0/1717, 6-18=-273/46, 10-15=-716/0, 7-18=-1330/0, 10-16=-358/425 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 6:0-1 CSI. TC 0.65 BC 0.97 WB 0.82 Matrix-S 1 4:U-1-8,0-0-121,126:0-1-8 0-0-121 DEFL. in (loc) I/deft L/d Vert(LL) 0.4315-16 546 360 Vert(TL) 0.7015-16 335 240 Horz(TL) 0.08 14 n/a n/a 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 23. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 129 lb FT = 0 % F, 0 % E 1•n6F-FI,aU.01yr,vie.ry llig iC ^i -1 ?ARt I'lR d Jn@Il-! JSTDR Kn.- ltkvwllfmm arW I d klipte..:in eeE eN !ti f Ct•Ip Drt •i R@^: ,1 rye A," 1. ? t I. ft lr faro ,r , hills a'f ^nN d I @Ill, Fdi:il pd ttllk .e!!'ke DCrykr Et it o,.EIn I hfflix+ ry•eduiE,r,l M ,.,0.,dlnrpar - i .ply tdnfa:5xt ypdryr lode?r tN Ik I@@ II i ifll C i;l pee 'y IMo nln dnIa. twl F lmaaa a mr, y„r Wwue7@ t, uger- 1l,n, i%uli 1 I. ?e ,nwM 1, m ,i rn Inn Anthony T. Tomtlo II[, P.E. T ^ 9 fl syfi,Hr 'k?r.s.Ivdnivl hiss I n- 1. sy,' n - "1 9 M. 1u z 80083 nS:Ilgg gr <[e>ncM Allen Mie p: 16C dYe pttk- II 'zlinl itiek kl rpe ISd,Ir iAu 1' IlfYll ldk ti 1lSGA d er•t xp1 1%-I tefn heespasgines ee16l1esdlkl ,A.irer:.uuMq reeer ere lass kuxfi.bu.eelns e1lnrg. xtaztlre Eameet egaA W :wranhdlpr,s ndrd. I Ir,. @esn EegueEl-sR [tl,WII @esilsu, 1-,.Mvs hlk.e nrpifal.:Il;gnd'.e1:ra:, .es tdir,l.F41- 4451 St. Lucie Blvd. zt 4lFortPierce, FL 3494t, Cogpightd2Q1441 iea1Flr>Izl-Ani6nny t. iano ill, P.E. &e7roduninndt4is donlment,io any form, is gmhi§iitd xi?honttlle writtengermiasian EI'mHaai Un>stt ethnoyl. iemho lll: P.E. Job Truss Truss Type QtI Ply A0069900 XR5LG1BL9 FL06G FLOOR GIRDER 1 1 Job Reference (optional) Al KooT trusses, rorc t-fierce, rL 04a40, ues+ynLa nr uan.wnI 1-3-0 1 3x3 II 1 2 4x6 = 1 1 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:53 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-uYXJs2UtSTegCAgQVQDBYezQPosVXVBU53JOjlzMYpa 1-2-4 313x3 = 4x6 = 3x3 11 3 151 14 14 5 171 6 3 3 e• o7 11 10 9 8 A < A = 1-Sx4 11 1.5x4 11 3x4 = 4x6 = LOADING40 SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TIC0.60 Vert(LL) 0,07 10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.10 10 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD 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) 12 = 896/0-6-14 (min.0-1-8) 7 = 905/0-3-8 (min.0-1-8) Max Grav 12 = 896(LC 1) 7 = 905(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 13=-1891/0, 13-14=-1891/0, 3- 14=-1891/0, 3-15=-2462/0, 4- 15=-2462/0, 4-16=-1835/0, 5- 16=-1835/0 BOT CHORD 11 - 1 2=0/1 264, 10-11=0/2462, 9-10=0/2462, 8- 9=0/2462, 7-8=0/1189 WEBS 2- 12=-1552/0, 2-11=O/790, 3-11=-730/15, 5- 7=-1459/0, 5-8=0/799, 4-8=-795/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 178 lb up at 2-5-4, 135 lb down and 178 lb up at 4-5-4, and 190 lb down and 178 lb up at 6- 5-4, and 192 lb down and 172 lb up at 8-5-4 on top chord. The design/selection of such connection device( s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= 1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-12=-10, 1-6=-100 Concentrated Loads (lb) Vert: 3=-114 4=-114 13=-114 14=-110 15=-110 16=- 110 17=-117 4x6 = PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0 %F, 0%E Hen+ geuegRlrrtra..WllrD.:IDSt.$;q"EH3AlIWSfi)eDIIf'aS JS Dtl tfrcr tfrr'7FWAIfri Phr Lapp. .Nx 1 'InI aeq+Dre aq!IPD aadM leAMp It l In: r. teh. 5+e'Eetaz .arl ftius'6t1 deln d._ k ame0u gitle adlu ix k.aCNk el:f. A- 1 tP xEry .. geld r fFq a +tmq'D' ry % wxtgfix dnspt mle+n ia} 7mrrkih¢fz'k 4uq+d sagh a+ f:;T fx IDG IP ! 1p.1. is t ya - qe+e 7 q leh M-m Anthony T. Tombo III, P.E. uW. mt it kkn dt r 1.1 14aC rt as Cwu der 'perx% ixiina q ,ix tktu d- Ir & K ttak 1 vAlitgcad xt IF, 1. Ike p. I"A IMtet xN&ri dtl D d"k dq 1 r tl . Ii -.sm hCa pt-'lifid 3 SOOBx Nei+ IlegC FN i[tw-3+ Aifext +du ro. iDC 1'kequha q.-Xte iHrkW iC rpv Ilfth M+ I rISllgdh,t NC NtKi n:d !w} dgil .1%1 Eefi+st dt x pauSAaia ntkaecd Cols,. D•y,'.rs I:. i5+:a7eee ueltss Fr,WhJxx; nhss 4451 St. Lucie Blvd. e1lx: xs. nrmA N+:xaotfegas egn,e wr,:izWedpt'es'n+G4 iv ha.. Daa Gq xrsk ltk da:llgq Dtsigsx L.s. Sy:Me Fq e!or Bnll'uq. All qai.+t:er'e.. x.rsldinA o.'In Fort Pierce, FL 34046 Ceynight Y41b91 Raai llaiszs- kmhorryi.Iam5ai16i.I. Rec+oduoian ai igis doCumeat, in ony faref, is Rmhi6hadwAaartde winto RefwiiSlax from Al lioolfrwai darhaayLlcm59 ili: P.E. Job Truss Truss Type 0*8 Qty Ply Gable 2 1 A0069901 Job Reference (optional) Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:53 2017 Page 1 ID:hA3xRN7kH8GY_sQsevncy2zOBnp-uYXJs2UtSTegCAgQVQDBYezYTo4NXadU53JOjlzMYpa 0x8 rid le UI lbeLS IA,T)-- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 tI:CUQe U-U-IZI tzf:U-I-tl U-U-I LI tL`J:U- SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC20141TPI2007 I -Lf U-U-I ZI CSI. TC 0.08 BC 0.01 WB 0.03 Matrix-S DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 0%F, 0%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 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-0. lb) - Max Grav All reactions 250 lb or less atjoint(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- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 0a'ei# r t muJ Nk* Ikr ! yJ tt5S i Stt-Y'..%7 - ?tu i tCt~I 1K.i,:1 A ilttg`,t SR±frJCY 5t Ma. Rfrl" k u t ' ma t tt eW Br .r s [.^. ^P i3I4F: M 4 usu € az II,: r B k Ske7 Mhre su d tt :I€ t 4 '69 s VW—* tdt Wla'rszg Nlot t §f ild ! er s qt ewata a !tarEln iyErn 'k.,es ie wf tl.6 sPS surtaE b rpe tl,EyEetr y. ,pa::iGS tef t'}s Stw ',Rl rp eiwd IBp I Mill edf p s Wm lnieq nEt s Iati.:@ B : .act Ixlif tt,2ln' a n.d tat nt. r,e dt4tl"d au i f Anthony T. Tyr bo III, P.E. a rw.Rs a r aB xsn x. , #EeMtlM6tE art iq a,ms...aElaw.cr s.. rs[x w+:rir g JEMu9h P• itah![x Bw!t ti W A ti i'4at k.r its as yd- K9i Aili Uayaxr`€s `rf Etx9t US(,•B ewA6 tSS it e6+f l g ( fo x,i ks'kx ra;n.n. qt. EalMs4ht ss ngeP, €p,.w:he4 W,les Jez,*'FH5. i3s & Ir S a#HKi' e44(f1TEUf'P7YStltd qR!ip)ItlhJ3{St5tiH!Pf.E!tSS$.4 8PE{mtY:$3frYEis;Sig,W,.&S"s3itSitr!EBittRi!H}atKi.ti(at4..i'NR,rtGIt:f4}gINI- 4451StLucieBlvd. Copyright CL'? 816 Fort Perte„L 3ti945 A-Iioolflosses- Aaikees LlnmSo€p:, F.E_ iepWw.t90lftis dit—at, tiev ss,npmk bited.11hoelthe rm ireo permisraafoetit-i14Imsxs-Aoikcng 1. inmla llE. P.E Job Truss Truss Type Qty Ply A0069902 XR5LG1BL9 FL08 Floor 4 1 Job Reference o tional A KOUF I Fusses, rOn rlerU , — —U, UOO yl lkWd ! t'U--n, 0-1-8 H 1 2-6-0 3x6 = 1 2 3 1if Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:53 2017 Page 1 I D:hA3xRN7kH8GY_sQsevney2zOBnp-uYXJs2UtSTegCAgQVQDBYezQforxXTOU53JOj 1 zMYpa 1-6-0 2-1-0 „ 1-6-0 0-r8 Dead Load Defl. = 1/8 in 3x3 = 3x3 = 4 5 6 3x6 = 7 8 13 12 11 10 3x4 = 3x6 = 3x6 = 3x6 = Plate Offsets (X Y)— [1:Edge 0-0-12] [15 0-1-8 0-0-12] [17:0-1-8 0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.18 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.28 11-12 >677 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 81 lb FT = 0%F, 0%E 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. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 9 = 861/0-3-8 (min.0-1-8) 14 = 867/0-7-4 (min.0-1-8) Max Grav 9 = 861(LC 1) 14 = 867(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2519/0, 3-4=-2519/0, 4-5=-2791/0, 5-6=-2536/0, 6-7=-2536/0 BOT CHORD 13-14=0/1578,12-13=0/2791, 11-12=0/2791, 10-11=0/2791, 9-10=0/1607 WEBS 7-9=-1763/0, 2-14=-1744/0, 7-10=0/1027, 2-13=0/1041, 5-10=-589/31, 4-13=-603/16 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Rea r fl tlwxaklrre i4 Alid' .IdS 1.1. (n1{EIlk fi.]%dld n51dN tb9Y`ArNR'E fdaslEerM I dt 1 M 'M r 1 t std pmc' me'Id^; cal Ne ArRnr Ll ter:. e. fes¢; 3ietteiu CI m'1 "s sMN R 2-01( itileenu do ztl tu.a .cewt at. a ores oszeE g r RNd'''. ' !;rw..,n s:ert% mmPar r«y 1y vw tkn is xrt ynar. # Wid Ixtdd h m nt in a - rsTM t r ham Anthony T. Tombo III, P.E. ate dh:-:. ,s ke m7 t'kixe Re g li fRAdeu ,da u.x xthgeMnn rwl( g=gslne aertr dne 11 tle,N f'nl I''16er ei et 7r t. ik Ir Idh rdd a IvN e'H t. tied gbeelma. epbNl Novel '! du r Poliry el 3 80083 RF3 lfar anger ui [eah On. A1fM :tNnILiBC drxrM elril' dteMWgt agsnlStd. nh Nan NSF µYN utir !)NA e1el tg e!pl 1Hl tefiees MeesKeuMlnn ee/&Nesef lteha„gs:;ex;.ruO<. ge:w':em!eul ss W.wle.M1ls, ukss 4451 St. Lucie Blvd. ellnxn. eefaNkeixnxtegee ein ev!r<*g 1_Wro tles brsiret tmfa,s Des:a reg4ewrsb.itle R.IOeg design atrua.r:ku fegm >!en ea:lia}:gl,cred.sl ma:; n. stv!rtl u.11 l' Fort Pierce, FL 34946 Eepydght02616A- lia°5-at-Anihany i. lemdalll;8E.11e?"i,&°e athis dmemem, invy letm,eP,dihitei itdm ehe rdnen permission€Fen A I deaf 5sesses-AeWyl.lae ILK. Job Truss Type Qty Ply XR5LG1BL9 FL09 7Fruoo, 10 1 A0069903 Job Reference (optional) 0-1-8 H 1 2-6-0 1.5x4 II 1.5x4 - 3x6 = 0 1 2 16 5 3x4 = Run: 6.UZU s Aug 31 ZU1b Ynnc 6.UZU s Aug 31 2U1b Mi I ek Industries, Inc. Thu Apr 27 10:47:54 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBnp-Ml4i3O W DnmXq KFc38kQ5sW bVBAeGwteKj2ZFTzMYpZ I 1-6-0 2-0-8 1-3-0 Dead Load Defl. = 1/8 in 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 = 3x3 11 3 4 5 6 7 R W' e 13 12 11 10 - 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.58 BC 0.97 WB 0.48 Matrix-S DEFL. in (loc) I/defl L/d Vert(LL) -0.17 12-13 >999 360 Vert(TL) -0.26 11-12 >706 240 Horz(TL) 0.06 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 80 lb FT = 0%F, 0%E 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. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 9 = 851/Mechanical 14 = 851/0-7-4 (min. 0-1-8) Max Grav 9 = 851(LC 1) 14 = 851(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2454/0, 3-4=-2454/0, 4-5=-2688/0, 5-6=-2464/0, 6-7=-2464/0 BOT CHORD 13-14=0/1544, 12-13=0/2688, 11 -1 2=0/2688, 10-11=0/2688, 9-10=0/1575 WEBS 7-9=-1734/0, 2-14=-1707/0, 7-10=0/983, 2-13=0/1006, 5-10=-567/47, 4-13=-557/36 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard au r.fL,.eaP m}s.r ndis slramau aar r,.Est.uff,rj..za,.c 1•nfs.tEi k;,K a,z s a eEs t}. r,.rn>Ta,.,-k;cz;sAt:a.}Ea,sfo slt:r.:r}ik L}sEtaaf:f E utta se:>„f}ff«..;co,a1, fl l'em lY F't54,. k"-'.d( 9t 1QCaN lSif f( 'it ti 6 ftL 4iy;blikE °•i Sti: fi E4ji[3 FM tH 2IpF,} ypft';{{;6t I (4tr:i1rE11k fN LEA i rz{671 Hr'1¢I9FEit '/Hh In 1. Nff14 .r- •.II} ML IG:?rrf 'edEn 1 .tam c za.im n vs mpw a daset a / ' tknihOry T. Tor3b01::, R.E. s 480083ffFarktwlw!(abda IIaer 9wi s..Fkrt Sai M} t set w# 4;ke 3}ixgt»xga p^fd rcnty Ei. MA1 a}st-a Nuys qes-daiaf na.t 4a iaya,a r,. f:f t,4f, a'tb t ss. sgsi-rn,. ps Enaceaf st;rc., um,mrn rdst la' rf##nefE dttia4Pt7 Yted 9tfq Yf:t91 EY¢I)Fa'hS katlrPE.-6!(?. S7.Sr fkjhe+<1;5 1t FWfpF.Btpry,&FBSS.1tt4a tRkctf SRY Ee NkR ,_q}AL..f N.. aE4kdeibl 4. 4451 .5F 3C, P. 611'd. flirt R erce, FL 34946 tbpyrigAf01916d-I 9ani tfcszer Artlhnnx 1. tom6e Ii., P.E, t>pisduit;en n1 tit dammen?.in any Lfm: is prohibited wide!? Ida rul?te pbrmisti2s hom 1-3 9tai 3ratsls Anihaxyl.lesLn IR. V.E Job Truss Truss Type Qty Ply A0069904 XR5LG1BL9 FL10 Floor 3 1 Job Reference o tional A I Koor Trusses, ron rlerGe, rL a4U4U, U—IYII(.G I LI UJJ.LUI II Run: 8-020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:54 2017 Page 1 I D:yPUCgGfLZTgtoRCQb7?INaz2jnS-Ml4i3OW DnmXq KFc38kQ5sWYGB KgG_peKj2ZFTzMYpZ 0-11Sx4 11 1-5-0 z 314 = 2-6-0 r- 3x3 II 1.5x4= 2 1 4' 3x3 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CST. TIC 0.78 BC 0.38 WB 0.23 Matrix-P LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 659/0-3-8 (min.0-1-8) 5 = 735/0-7-4 (min.0-1-8) Max Grav 4 = 659(LC 1) 5 = 735(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-299/0 BOT CHORD 4-5=0/736 WEBS 2-4=-810/0, 2-5=-951/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 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) CAUTION, Do not erect truss backwards. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-8=-350(F=-250), 3-8=-100 3x6 = 4-5-0 Dead Load Dell. = 1/16 in 0 Y DEFL. in loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 5 360 MT20 244/190 Vert(TL) 0.07 4-5 709 240 Horz(TL) 0.01 4 n/a n/a Weight: 25 lb FT = 0%F, 0%E Mr't6; Meru tlnreikle re. 6AIBI05k JDW 1Wrni MI lDfr kKR if EDeYiST lu.t qtu p}a ! n! &pOrt h!!IBD;aibe ldneq C[Eal., i.1 Sez llx Erk '-e"dl RID fr WTI— den iau. !max .cene< da a.Lilr.. a•sm [q fGunr TLl w r:r pm: L, ugmx do f z teal<, r ai nrx lel 4pdAx nyg f p lle rutDD p FI-t. T a'cn - .ai, niri m m Anthony T. Tombo III, P.E. Tn ssxws fniA - n r 'a lAsdlkE iFaC r m8n-ngcd M WI( Lg gn.n! wkt d'A.II .Ih e7u lxd'.Ilfry ul d17 i. t6x fl Idn rel uy fidd d i.rs, edcing kie4i» I i iTl utk sl szdt &e pe Mod BOo$3 Ile 8l ilol D•igerer2 (LY!W AIIMute Ldulk lD 1'kfuti . i; iei dHekiW es (uryar ISa!ePr hdu 1' tfSfi!!lJafi I LLI s£.6 d lu. cr-d IfiiE_Mceetle nSluzhimes of AErcLd :.I.ss asp spuer ere l.. 4-b"W". nless 4451 St. Lucie Blvd. elklx s.ufaelNLieAxlLgee eplk wdaa lr pl rL l S tnhM. Imir:!Des:a hpa¢m is AItk!`a:tliy Desipe,aL'.s, <.ydes Eelue L'ur li;lo# :11 rod'.k xz. ne rs 9dtul k..Fft. Fort Pierce, FL 34946 opyrigkt 2Q164IRaaifmsec-,trahooyLlom'a iiL P.E. Remdunim. dthis dnmmeni. Deer I —,I, p ohhlfed williml the written ptlmissian here.41 Roof bases- ksthooy I. lambs lil; P.E. Job Truss Truss Type Qty Ply XR5LG1BL9 FL11 Floor 3 A0069905TlJobeference (optional) Al moot I russes, t-ort Pierce, FL 3494b, aestgn(ayaltruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:54 2017 Page 1 I D:hA3xRN7kH8GY_sQsevncy2zOBnp-Ml4i3OW DnmXgKFc38kQ5sWjjBOFGOieKj2ZFTzMYpZ 0-11ffix4 11 3x3 = 1.5x4 11 5x6 = F1 i 1 1-3-0 F 1-1-0 4 5 014-0 1.5x4 = 2 3 0 L\ • 3x3 = B 7 6 1.5x4 II 3x3 4-1-0 4-5-0 4-1-0 0-4-0 Plate Offsets (X,Y)— [1:Edge 0-0-12] [5:0-1-2 Edge], [10:0-1-8 0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.02 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.03 6 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 24 lb FT = 0%F, 0%E 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 4-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 214/0-3-8 (min. 0-1-8) 9 = 214/0-6-14 (min. 0-1-8) Max Grav 5 = 214(LC 1) 9 = 214(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard xa:aiay-Fl+ns M.rrwlle rrxan flill:`TNSs3, k l, ROM Elmsfi.J6P ALIS.JS'ON EBY C-:{Ktpd E(RM;1('Na. tnAt fe.ip w' *,, aea•nl ectt xdd: T"'4spfiernIC mid 6, Wmk 1.T..t'M,i;_irt:'eatr ire'W.,-@Ifs 0—.-hd w tEe 13, Wt MiIFi[DltMa}Idrs siilasdu 5, "Pg to kc S-A 1 Nux h;ms .4 hsfrgx.aaa mt![w Vrt edswx:ey adna Ha'r al Su iy .4iFh m'!k laspdtlr daT fep 7N Ealgb It ae ':I I. i=.essp F+<- 'e; N6. .xna:nr Ar:thony T. Tombo III, P. E. ut rsea W ua N.........'tti N!kC _&eC aAker 4eM x Wli a zr.v .an df» q d 0( 1 I I'.il-g<N= !!! d. FFx a+al fi !0 ed at field & 7 I M.3ka r p, } 11 1rea k art:t 8e pe' litld Tomb geSalfioyd .gx 2[aaaxM Ali I sr d- MT&, NNxp _nlp. f tt'rk>d;t px tSa'!hMx 1 il5Cy6Fu<I.I d d,A do amp. mpiem.lPtle.fiantla egaxzMlnamda:nesarxh..,gsy x;.iss R ps.'xxreNl ssTdrntuMx,rdns A45i St. LUCK Blvd. rdxwiu xfmNhaiuPecap yaswi .aa 1, eY i}Ils nisN. Ext DeS [yaea isR dtk k.11iq ges gxa t'- 083 k 51 a' !Win. or egad dx,,, x. rs 7¢MedrTll. Copyright D 20144-1 Ufima, Ardor 1. lu211: F.E. Rm.60lx of this duvmeat. i—y.Nrm sProhbiled ar ihont'he.uffen petmissien fsnm 4-1 NI lsnsse, Amboy long 11, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0069906 XR5LG1BL9 FL12GE GABLE 1 1 Job Reference (optional) i I ROOI I ru55C5, rUrl rICf GC, rL J9 90, UGJ I n a ni wa.wui I--1 1 2 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:55 2017 Page 1 I D:hA3xRN7kH8GY_sOsevncy2zOBnp-gxe4HkW8_4vORUgodrFfe32u4blo?U8nZNo7ovzMYpY I —I LOADING41) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0,08 TCDL 10.0 Lumber DOL 1.00 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 5.0 Code FBC2014/TPI2007 Matrix-R 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 4-1-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-1-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 7, 6 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 3 2-8-0 1-d_n a 1 4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a Weight: 20 lb FT = 0%F, 0%E Gary{ Nt ffi rarcx rk h iip5i SH r':nB7te itk d(6k N iA . JEt" .5§9#..1GUF%r pr ft;{ gnn+tt's sinet + R i s[i §f eglLq"td Gs snn I - 15,t h4 ntf 'frttgdn lxn axs 3e "t9.aM Mllff sur,Mgf..fs.,'kmnfn gCEGna!},ti.s.t,t,yre.t: p.f.(R'3hP.$jlR.rY:•Pknf%iBG sgfesP;. eakugWrfe4f><fk,swi xgxtnsq gatG.fln. €a Geef, gsN&tR§ifl 4f}¢i.G{ Ikf liP . iFt4l in i.:n#rg1fS,.SPfpF. l91d ¢iS6iiK, Y%1d12! Anthnny F. Tombo l.:, 131, xAesd t ,inwi ro,ga:ifi n tw'-e+ t!smr rg.dnnfSm:f*agh e<aQeravtxG•iffsiY td-2 KaiIt.lur¢grfsleuIA heN d1z .saa y mgne{e.3:hikrtu taiagsMh fnePs2iae§t 8063 1e tea§"f.'yr. rteoxx lm .9 ntat§F'6ee kaptnaFek filet WMw§ rr'is?=tih nd,n USl g<kfss:+t+ dSha frxh xaa(rt garst ivne t?9#ns.F:n as,rr§h.: oftisstnPiss)e:fr:.iry.s.v[c er vi `n.s M.emdtaa+r.. lns 44,11 St... op Blvd i aan+t,r iensd igt:m`nl sgwdgv mwr-.gpd gaffe rtl l'ki rss Jsv FepaPxlsHJ tx t. (nr:fst r.aitss. S.. ssx na74dm},: ugrtc:¢i, sxsub etat.L FCd G.erce, FL 3.946 lopyri¢CI+Sr'RDt6A-1 Heal lrctzes-AathSey LlamSe llL flf. repmdn¢;eaai lhitdntaa enF. in aey itm:i5 prah bitad =ilho-r316ewut;eognm+zzier:4am A -)Roof irrs<ez-Aeiheeyl. Ta.h III:P_E Job Truss Truss Type Qty Ply XR5LG1 BL9 HJ2A Diagonal Hip Girder 2 1 A0069907 Job Reference (optional) Al KOO( i russes, ron merce, rc ;54`,14b, Oeslgn(alalrruss.com 1-5-0 2x4 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:56 2017 Page 1 ID:hA3xRN7kH8GY_sOsevncy2zOBnp-17CSU4XmkOlF3e0_BYmuAHb2W?37kxswnlXgKLzMYpX 3-5-11 v 3-5-11 3-5-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 4-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.02 4-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 13 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 3 = 77/Mechanical 2 = 234/0-10-15 (min. 0-1-8) 4 = 39/Mechanical Max Horz 2 = 78(LC 22) Max Uplift 3 = 49(LC 8) 2 = 147(LC 4) Max Grav 3 = 77(LC 1) 2 = 234(LC 1) 4 = 59(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 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 ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 147 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ito down and 17 lb up at 1-4-9, and 77 lb down and 17 lb up at 1-4-9 on top chord, and 17 lb down and 5 lb up at 14-9, and 17 lb down and 5 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 9=7(F=4, B=4) Na,ahF Flew nn«ad. re.w.fi AItO_,il.iL;S.'-:i':.5EA9Aft GNS JtiDIII'Mi(DI'C4"taT-r:iR60SifPed;srica.fnfir te.9eH;ar•tresus rnl waswrei lrzes Pn•igahevaq DD; vd ne lenwii.tuCa II.F:fe+^.tast iae•EAve rs+. Erie:s dk<r.ke:Mel.ne RA, nla ' kit¢aenr )Id sin; ietn M AAnt d! Acetraa Aes:De Eaya-A a sty Eag .n e;tV 4r: adsm ;ear do qt nulegiaa q aaa:ai a n. nau q dnr. nyk lq ra netAD it wm nu. t:n-ga r ua_t !n.:oinam Anthony T. Tombo III, P.E. aa.se in -s. aim n F .. imdaA a A AAa - c M A.0 aD - + A sn n n IK .!f b l txq er?mrrE. ra n.. l n rnom.,A•u n :. a;..ys.l:g, w ' >.i. a eA - .. t ma a -intA = 80083ne$ i1ayD 'gn aE o etl AR,' r A t0 I l . 1} dh b i tt F f th dp 1 glSf adA ull I. ! 4 !R g arya iP & na rzsanuAft. d ON, de loss tilts s.e k ge'.— i in .dude.Arer. nlrss e( noegey.fi ig.p«t rarea2irfe16, m4-MI Reayaf TIyaSnS:aSw- rdi2srF< hkD!FlwyfTt. hn m-5a:f.II, P. iEn. iRa, D1DaeAaUnti[ Wxg al ,{i11si5t dtao[aati @naLntlaoe0e; 0ryax1g(tqt, S- PI,D;sG sP1tIa2gd0. N3thaa.i tS,htuiMqa-ltluMi:Panl'df @1a5S:, IrCaC,EaIp.pesRaeIfi R,la,r1mTrots. ;ac kcigany 445, St. LUCIe 34046 Blvd. Tmill, PEFortPierce, FL Job Truss Truss Type Qty Ply A0069908 XR5LG1BL9 HJ3A Diagonal Hip Girder 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1-5-0 2x4 = Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:56 2017 Page 1 ID:hA3xRN7kHBGY_sQsevncy2zOBnp-17CSU4XmkO1 F3eO_BYmuAHblj?2Ykxswnl XgKLzMYpX 4-2-3 4-2-3-3 LOADING SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.03 4-7 999 360 MT20 244/190 TCDL 10.0 lumber DOL 1.25 BC 0.23 Vert(TL) 0.04 4-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 15 lb FT = 0 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 98/Mechanical 2 = 259/0-10-15 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 102(LC 22) Max Uplift 3 = 95(LC 4) 2 = 226(LC 4) 4 = 50(LC 5) Max Grav 3 = 110(LC 35) 2 = 261(LC 35) 4 = 73(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3, 226 lb uplift at joint 2 and 50 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 42 lb up at 1-4-9, and 96 lb down and 42 lb up at 1-4-9 on top chord, and 59 lb down and 5 lb up at 1-4-9, and 59 lb down and 5 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 9=7(F=4, B=4) 8u'+ry Flm+nmg+lr re' EI10'RN<, k'3 Ek]All t#Sk J%BIII AS 1584 W7rt[AN a EBsk krh tcA de. -Q pm .E++, ut +etl- h I st Ce pgu iy IB; and n+EdSwt! [ ! L t..ld. +sa+n [d L I +nea'+iu ^NN n I B I[ wltEr >ma aaE r:<t l+ ro oewk'it AS +tre.,unw hj ..d frs is—:,impdt-im*T .+gmxaahtoo edt, W. th 1. [u+r y+s. "., a,+ mmt, Wio Anthony T. Tombo II1, P.E. utn do.. rmih4 Ik.f, 10 d0.0-T. h to ht WIN.1D g ;h ut'. df cr, ne RL i N 1 1' 3tiq d Nr:i rk mmdEn @But ak NO,. rn r. st, ad*4 lbe St.""anl. Bu mk +m h n+ p' Wqa = 80083 list foAO gn .e [+rt 1 . EII 1 rt'+ni IktBC N1e Nu'in ig d' n+i tiekldgC P+ ISakh Mw E ItSQ++Yi:.utl t, 9aF r+rd t%xY RnIB, IPIltefiae+n+uslmsmlaua ut tefie+d ne ln.. ai,+e+.:.r ner.q as rr eu less Edueh.Mn,rde+s 4451 St. Lucie Blvd. erle is. ufaNNa:a ulq+ar to.e v iPrs 1, 4pa Lza tnlA 5, ImlD"..n E4ae+a 1, Flne kdiigFort Pierce, Ft 34946 epyright 2t16 R i Aoal?micas-Aathaoy i.7emcal6 P.E. Re;raiu0ianalhis document. in uny farm,kprohEBxd'xi[haut t5e written permission fiam 4-I Aaoliwises Aefhany P. Eamha ill; P.E. Job Truss Truss Type Qty Ply XR5LG1BL9 HA Diagonal Hip Girder 2 A0069909 Job Reference o tional I Roof Trusses, Fort Pierce, FL 34946, design(alal truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:4T.57 2017 Page 1 ID:hA3xRN7kH8GY_sOsevncy2zOBnp-nKmgiQXOVi96hozBkGH7jU81LPHZTN640hHEsozMYpW 1-5-0 7-R-9 oad Defl. = 1/4 in 2.83 F12 11 10 1 2 1 81 12 13 4 3x4 = Q-3-14 7-8-9 0-3-1 7-4-12 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 0.92 Vert(LL) 0.27 4-9 341 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.41 4-9 226 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 197/Mechanical 4 = 110/Mechanical 2 = 435/0-4-15 (min. 0-1-8) Max Horz 2 = 133(LC 4) Max Uplift 3 = 168(LC 8) 4 = 25(LC 8) 2 = 271(LC 4) Max Grav 3 = 197(LC 1) 4 = 141(LC 3) 2 = 435(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) w This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 3, 25 lb uplift at joint 4 and 271 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 54 lb up at 2-1-0, 54 lb down and 54 lb up at 2-1-0, and 98 lb down and 103 lb up at 4-10-15, and 98 lb down and 103 lb up at 4-10-15 on top chord and 11 lb down and 10 lb up at 2-1-0, 11 lb down and 10 lb up at 2-1-0, and 26 lb down and 22 lb up at 4-10-15, and 26 lb down and 22 lb up at 4-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 11=-8(F=-4, B=-4) 12=-5(F=-2, B=-2) 13=-32(F=-16, B=-16) eiy-n 8nxell Ae i11G Im 1'.f. EK3AE i'1!!Se `itDitl'%JS.Gu ID(t"itrlS ([RM PrM.tndra g.y. +M xl *.dl GgeA mpRtfi'.nine idD itt 6Ir.P /rF ixs!teiare Ck ek rdl dlDxdtNlikr.mra dt MI*WDDkk 'di, a et A xh; r di lug n id ,y V men <.yr xadlm po -rd r.gw.y :adn a. i y, d lhr.ieg4' iu he INh d In 1. rag .w - -ig iw :di:a,m Ar,thorty T. Tombo III, P.E. i tJh _W& A ig s:ibdArD _&Dsmwiyrx M kl( rop k.1 .4dd v"$ II( italm l 'liiq"d fit-i. R.c eggs .I h IDAciN fiell 1tl t. ,ird oiy.niMg l g - 1 I ek Wk t lRe )<es NlrhJ - H rllwgD• fiv e[iahi:la ADM r drcp.iP i7ceruti elA+ i' dte.N:.iy(cpr ISdelrgdx Mi I(Sp rYrkit I.' lS.4 M as 80083 r@e>. iu rrh dly i.xnen wer im le rtl In-rnl,4. la?ra, DavE U, g r y ,g, sdg i .iPlltefices he nsyerukirin soi d:n:sdu l 0s;es; r.ssm ry ;ng,r<ei ere lass kudi.Mei reks, 445, $t. Lucie Blvd. ZtyarsErntte.0 D<ri t,,._ nekh 0, kola mmtnd.ii n:, nrnaen ia...nl. Fert Pierce, FL 3d do Capyrighr14Ib51Raaiboss=s ArihDDy L Im.Ill: P.F. Re rNun.ar: a3this dniamuat,in onylnrm sproh 9itzdaifinutrht wlitgmptimissiov€rnm 4-IR.ol6ass=s-hrhony 1. Umhn ill: F.E. Job Truss Truss Type Qty Ply A0069910 XR5LG1BL9 HP Diagonal Hip Girder 3 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:57 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBnp-nKmgiQXOVi96hozBkG H7jU877PJsTl D4Oh H EsozMYpW 1-5-0 4-11-0 9-10-1 1-5-0 4-11-0 4-11-0 44 II 1.5x4 II 3x4 = CVA Dead Load Defl. = 1/16 in 4-11-0 4-11-0 I 9-10-1 4-11-0 Plate Offsets (X Y)— 2:0-1-8 0-0-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 7-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.13 7-8 893 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 44 lb FT = 0 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 9-11-1 oc bracing. REACTIONS. (lb/size) 5 = 155/Mechanical 2 = 468/0-4-9 (min. 0-1-8) 6 = 323/Mechanical Max Horz 2 = 169(LC 4) Max Uplift 5 = 113(LC 4) 2 = 261(LC 4) 6 = 106(LC 8) Max Grav 5 = 155(LC 1) 2 = 468(LC 1) 6 = 323(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-281/118, 3-13=-755/259, 4-13=-699/260 BOT CHORD 2-15=-351/697, 15-16=-351/697, 8-16=-351/697, 8-17=-351/697, 7-17=-351/697 WEBS 4-8=0/255, 4-7=-749/377 NOTES- 1) 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 ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 5, 261 lb uplift at joint 2 and 106 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 95 lb up at 14-9, 78 lb down and 95 lb up at 14-9, 40 lb down and 54 lb up at 4-2-8, 40 lb down and 54 lb up at 4-2-8, and 71 lb down and 106 lb up at 7-0-7, and 71 lb down and 106 lb up at 7-0-7 on top chord, and 10 lb down and 9 lb up at 1-4-9, 10 lb down and 9 lb up at 1-4-9, 13 lb down at 4-2-8, 13 lb down at 4-2-8, and 33 lb down at 7-0-7, and 33 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 3=63(F=31, B=31) 14=-85(F=-42, B=-42) 16=-4(F=-2, B=-2) 17=-54(F=-27, B=-27) N-g.r.s="lyrer+.Ne AIFP?`1LKU"".i".P[F:JAE I:Fksfi.Jbalars(PS.PY tUF.r'S2!NRa S.EPSYcNCixa-}xd/ia,ip WT +Ix;w•nf eYe n!ks?rzssL4_pW Aw)t@:`,.mdN AdlwrLlwEa It r:-ide. ee 35eatdx -rl t ti'fxwlst "dwmdtt-0, edr ilil:kre+anx dd:s sirl iet+etW Nr'ECNk rdf. A tires Pais 6t .s,i.. yt;an?Ee}1tt.;;Nt:xlxmp?PS rryrcuunswwtg4mrdnr;.t;:iaal tt5iace•n;r.;;m:Nii'N h: lk itsy dNt site?m:lnia:dnle iPiul;,twer IN 1. txi syt T.ra}t-tt., Nttin.ulai :aNiim AnthortY T. Torribo III, P.E. ofn oha 'z. wr Ftddx Nt pt "a:IradAtO hG— .Al nqF .' Pit3xNatP',ma:e drd'. w'N Bf IfMI Ibll'greh rt-l. we.. left,mo jPtw hr ,'xNgkteliry. M; Odd eii• Aa h1" .{etsiNittd 480,383 Ihs,wgD.'i?—i[tenl AlkM ssn td'uN IP tF3zNMr: Mpe.lix wNrle w.y(e ISa'tN hAx Im,tt4rF lr.hfl 1. !&A st tl fID. d -! _1H-I erfaes Nt regssAe4mes ura6ssdlkLas,Pt><}xx.:.ieu Pe.gt agars ewia.4eedWner etkn 4451 St. Lucie Blvd. tne.man,eaNt:xara tynpxw tra liy w"Mes itte44.lwr„Des:uEg—.,r_r>kst•:urq Palpx a?e+:,.r.rE rN,tme:allrq. s l,crad.w tett etrtw ,t m? Fort Pierce, FL 34946 Ppyright 2Q16 4 I gPoi 6rsszs dnihnay i. Eamha ifl, P.E. &o limi. iaa of this dowmrat, is any To, is pioh hitad wahounka wIintn pereaissioa frem A -I haai Fiassas - dethony E. To Ill, Is 1 Job Truss Truss Type Qty Ply XR5LG1BL9 J2A Jack -Open g 1 A0069911 Job Reference o tional nwi ivaaes, run rler e, FL 34946, oeslgn@a 1[russ.com Run: 8.u2u s Aug 31 ZU16 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:58 2017 Page 1 I D: hA3x RN7kH8GY_sQsevncy2zOBnp-FW KCvmYOG? HzlyYN IzoMFigPzpnkCgMDFLOnOEzMYpV 1-0-0 2-6-0 1-0-0 2-6-0 2x4 = 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 0.10 Vert(LL) 0.00 7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix -MP Wind(LL) 0.00 7 999 360 Weight: 10 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 3 = 56/Mechanical 2 = 170/0-8-0 (min. 0-1-8) 4 = 29/Mechanical Max Horz 2 = 65(LC 12) Max Uplift 3 = 39(LC 12) 2 = 71(LC 8) Max Grav 3 = 56(LC 1) 2 = 170(LC 1) 4 = 42(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-5-4 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3 and 71 lb uplift at joint 2. LOAD CASE(S) Standard tSlraAp Fl .tlnru!¢rnfe'h A-1l0.lMi:SSS-I; SER3A€I64Sfi J%Dltl'K>;73':OYitLT'rjNRk iti;ELbY:%r lnn.tuA:rie. it pmaRMHi ea rxl rc'trx?bs t•essk iyrDrzeuy!f(d,`, mdMe lrlAxrliexk lll-r.lebrx:t Sieeelelwe n+Ldess Txzis<nlNxttelP.D, ealr Aff' vsmuM pd Shc a w.Y TUC Ykrd f. Astittss Usiu Ftpa.- - i hEryiat-.tl ul ssy'6i /rr d erpr ueiM ryuc atl tare iy .gse,iGikh fr'kf pdtbt epe*r Iq psi. h IDE li rs HI, r.. u:yr fires, leiity Ie M+M Anthony T. Tombo III, P.E. N xdh 11" I, ka, i - odM Dwee•, Se)v " Aar x pwc 1,! wwq 6 - rve uA rdh Mh iIX W t 1. 4h, W, WTPE hepp al 0 il Igo . Iflex e'd 1. ,-,dn, Wing 1 pa,W tnaaek W h k p -f lihd 1b8llirgDsgerd[akrdn ADxt . du III IN ai Mt Nuhte' ed pMini On, h4q(egr. ISt tr Mrt 1 E(Sf pdG'ti t 81rd III Hues 1lt nsy[es Ides xlre:liesdM 1 D -,e ass 6t iq;yxnxi lms 4 drl t Ink's. rtle Istref ,flya;awxlege.4 M..v wisFr9parlces xdrN Iklrr,Dn.xFyrstuisF-ttleR'llupgtflpan_ i ,.raeeErry, d akullig.:Il:gtlir.N.ua,uerskSeNrc.lF1 4451 St. Lucie Blvd. Fort Pierce, FL 34946 oPyrigllt s"S 1t 169-1 g ai Teossaskrahoay i. iam5a III, P.E. RtDaoivdix o3this dolumem. many falm,sPaohikiftd wiihout'llt writtenpnmission[rnn 4l ladTrmssesArahoay LlamSo lll: P.E Job Truss Truss Type Oty Ply A0069912 XR5LG1BL9 J3A Jack -Open 3 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1-0-0 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inca Thu Apr 27 10:47:59 2017 Page 1 ID:hA3xRN7kH8GY_sOsevncy2zOBnp-jiva65Ze1JPgw57ZshKbovDZ2C5gxHcNT?mKxgzMYpU 3-0-0 2x4 = 3-0-0 LOADING SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014(TPI2007 Matrix -MP Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 3 = 71/Mechanical 2 = 188/0-8-0 (min. 0-1-8) 4 = 37/Mechanical Max Horz 2 = 67(LC 12) Max Uplift 3 = 43(LC 12) 2 = 103(LC 8) 4 = 31 (LC 9) Max Grav 3 = 71(LC 1) 2 = 188(LC 1) 4 = 52(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 103 lb uplift at joint 2 and 31 lb uplift at joint 4. LOAD CASE(S) Standard Mertiq fl tl anlirro`. tb AIIG ` iLSi1 S'-3 'fh3llILU 8 J%gIA aS JS gn, gUY a 241l:p FWM FrM .Im7t g Os Vw nl mt 'h I k pgrt'm3 M1¢sdn agnatl f ke itl, 7' arR S p6eie L I s4 wiu A1e1 ne RC IY wr:- dnr sA1ks,stk.WB04kr4t. rxn.ger>aetk,Nu'g dna. .dnl:m Anthony T. Tombo III, P.E. as Jn MnFkl rs M p - f. dRu4 P C xr Akr taegm'.nn galfmgU• a,ix3t Etd, ft'tl % 1'til I' IEa}ade tRJ.Rs ggn i Ih @9atgfr.N do i. s:ica4t gkutica.-Mp-sY.tinsek - 4kktle {miah)d 780083OMgalfreggsgmusLaenlAIfMtnM' n lUC tdhxputi Ix. Imedtarki.Tq(xpe tSail.adn t alSgglYktg s' esCAseid thxg rtg:4c 1%IlefiessMe espsukimeseelhM1esdlkLavativ,.rvs0e..igt:y:ssrenl sskueh.Mn,edxs 445; St. Lucie Blvd. iss cf ay s;a aa'sq gn'c ft! h ct wmea nuw:i In Fms Wo Eq-is K11, kdiq D.,M ntFort Pierce, FL 34946 Copyright 02RI4A 1 hat 11U-s Aethony 1. iembo lll; P.E. Rep aueimal this document,innnq lmm,ispgohi;!ited;aahomhe wrnea permission lmn A I Raof 11 Ile, Aethoay 1. Iem'aa ill, P.E. Job Truss Truss Type Qty Ply XR5LG1BL9 J6 Jack -Open 3 1 FJobA0069913 Reference ( optional) E Roof Trusses, Fort Pierce, FL 34946, oesign(g)aitruss.com Kun: 13.U20 s Aug 31 2016 Pnnt 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:47:59 2017 Page 1 ID: hA3xRN7kH8GY_sQsevncy2zOB np-jiva65Ze 1 J Pgw57Zsh KbovDS9C?5xHcNT?mKxgzMYpU 1- 0-0 5-6-0 1- 0-0 5-0-0 N m 3x4 = Dead Load DeFl. = 1/16 in p- 3-4 b- 3 5- 6-0 5- 2-12 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.16 4-7 401 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.12 4-7 523 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP Weight: 19 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 3 = 140/Mechanical 4 = 72/Mechanical 2 = 283/0-3-8 (min. 0-1-8) Max Horz 2 = 100(LC 8) Max Uplift 3 = 92(LC 8) 4 = 61(LC 8) 2 = 190(LC 8) Max Grav 3 = 140(LC 1) 4 = 99(LC 3) 2 = 283(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5- 54 zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3, 61 lb uplift at joint 4 and 190 lb uplift at joint 2. LOAD CASE(S) Standard Zt9mrtt r9em+ nnxdir reakrF fiiC'. ttlt3,5.''3,5EN3k r';tki E:J%alli bi;Ji'C4 ALir`,{&NufiiE@S4E%i'Iwn. lndt if•>tw'n?da; mred adean"d;I•e,thnya Otarit^P:`-titd ne ltttpr 1. EaeCa r:. t.:. ieh'ea't iuptelue tmle.,ana«se;kiNmnt!"O,uli Nalaitamttnr plel MI tE as t<:PCvk d:t f to D•sne Eq µ, MEotun EN x7 s rU; tlrrtYl . r4m AM Marc Heel uSmsiy gra-thh M'kl -tad4. p:m Inca^! rk15C Ir au flt_ r.tt ya it 4uy In taii.A. Anthony T, Tombo III, P.E. v.te n _tnny na >iff imdn<o x.e ,mr sM n. c.u{o mts un it mn r yr ro•Extd rot rn R...Edr mo Re o,nu n r t.'.e.vaq anw i r I e k -_tvwr np -ram IA d 7 80083 nsrugayrr2[tdreE .roan r arula=te vtcme a tt E Emaettcr e. Eivtn lsn i usC taHrewi ad sra do via r, mee tnEitsna,aspas:E,Ea n ed ane:dn..,v,ur.:.r„ea4 :wmrvd Era s4ces..mn. riles: 44.51 St. Lucie Blvd. non. «n,>E.v:e vn µavwas:Nwpar vl,ay. tx rra,. D w Eat- 1:tr b k[taq Dniq. t:-_<.a 51! .a,um.E::{cd've,,,n.vtfenada.nr. Fort Pierce, FL 34946 epraigdE 101§R-I Aaa{Imssts Aathoay i. bm5o ill, P.E. R?praianiar t Misdommear, in oapfarm sprogailei w fhout!ht written ptamission 6nm A -I iaai6ass s-Aa!hoay i. I:nio III, P.F. Job TuTruss Truss Type Qty Ply A0069914 XR5LG1BL9 Jack -Open 10 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:48:00 2017 Page 1 I D: hA3xRN7kH8GY_sQsevncy2zOBn p-BvSzKRaGodXgYFimQOrgK7mZ7clrgksW if\/uT7zMYpT 1-0-0 7-0-0 1-0-0 7-0-0 Dead Load Defl. = 3/16 in 3x6 II 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 0.89 Vert(LL) 0.20 5-8 414 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 5-8 272 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP Weight: 26 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SLIDER Left 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 183/Mechanical 2 = 342/0-3-8 (min. 0-1-8) 5 = 90/Mechanical Max Horz 2 = 156(LC 12) Max Uplift 4 = 133(LC 12) 2 = 92(LC 12) Max Grav 4 = 183(LC 1) 2 = 342(LC 1) 5 = 128(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-485/26 NOTES- 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) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4 and 92 lb uplift at joint 2. LOAD CASE(S) Standard rr,hya:.>bm«ytlp„ ro Auo.n, s;e 7laulcass emnn:useu.unr'x¢F:a€uA['n..raagew .aaue-E mr a;I,oa.rogprm nAmrrt Fo:,r IP=, shnu bd de,.aref rofo.n} nN;r<ke ffiraleh, sbnlae,eoh.'a.UGmh,d d.A errr., dnhc Eq _, .paWry€,P ;d:,aiu t censm<ngs>Keden p,..wml«k ly r..;oe.di&h AK kE Ers'}adne sle m.depiaH <e ro.11tGulr,refn int. rua %ea.. .,, IaA i.nntas .alm:m Anthony T, Tornbo III, P. E. dYs ?nmhldss d p "9indne C.en, ks Urxe sdOxraee gw:nd inlEwq Pesr..d ud do 11 de I$ /iaM f' Idq %ai 3'!!a p} Idn lOU f "fi ld dr. .s,hM wg xsdhk. I,phi'd ah' szrt hd, 'pliryd s%O(j$? t de&ffu}auger .e[wat AUd .:,a ela iU Ike pkrce i;.'•Idesdiea Sqt pf ISY I, Hu 1 I(ff}Fh hdNl wd Afek .d d. pn rtgnd 1%IedAesderzs}nsdeltkfMN desdlk4,ds:.tm. T u.'rye ag4eaaEl4ss flcud,hrn. eehss 4451 St. Lucie Blvd. mnxn. afidNa;xrtclgrmo}nxv.chsyifp las e,d+:+. fhr., De:.a [w3mea :I rms; iuq oe,a rr. s,.ba[q ,,. xnfap. ~tl repMi.,d.a" sdedxd'cmf. Fort Pierce, FL 34946 oppigdt 1t164l Raailmssez-kethouy i. iambo itl, p.E. RomOumix -1aAuth4dmen¢in any Im ,isprodl9ikewBhomidt writienpermissiofsom A I Roof bums- kniday 1. bmboIll, 7.L 14 Job 0o russes Truss Truss Type Qty Ply XR5LG1BL9 M7G Jack -Closed Girder 1 1 A0069915 A Df T F Job Reference (optional) ort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:48:01 2017 Page 1 ID: hA3xRN7kH8GY_sQsevncy2zOB np-f5?LXnauZwfX9PHyz6M3tKIvuOaU P 14gxJ FR?ZzMYpS 3- 6-0 7-0-0 3- 6-0 3-6-0 1. 5x4 11 3 6x6 = 3x6 II 4x4 = 3- 6-0 3- 6-0 7- 0-0 3- 6-0 Plate Offsets (X,Y)- 1:0-0-0 0-2-14) [2:0-1-8 0-1-8) 4.0-1-12 0-2-0) [5 0-4-8 0-1-8] LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.03 4-5 999 240 MT20 244/190 TCDL10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.07 4-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) 0.03 4-5 999 360 Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. ( lb/size) 1 = 1480/0-3-8 (min.0-1-12) 4 = 1564/Mechanical Max Horz 1 = 138(LC 23) Max Uplift 1 = 432(LC 8) 4 = 527(LC 8) Max Grav 1 = 1480(LC 1) 4 = 1564(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=-2109/600 BOT CHORD 1- 9=-651/1912, 5-9=-651/1912, 5- 10=-651/1912, 4-10=-651/1912 WEBS 2- 5=-434/1579, 2-4=-2152/732 NOTES- 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 ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 it between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 1 and 527 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 832 lb down and 265 lb up at 1-6-12, and 832 lb down and 265 lb up at 3-6-12, and 832 lb down and 265 lb up at 5- 6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-0=-20 Concentrated Loads (lb) Vert: 5=-832(F) 9=-832(F) 10=-832(F) hifRe{- fli ' iF tP. @ F i'J lUjj rr s.sna N! b{gY, 1R f u j[; ,4 CXJS-yGV ki ho Fftar {tIANePSC £fitSHE 6Wi R .IitS {R'.Y{ ; ('[: Ra:i}kF1dF£ I fn#h-f FtMNt4 iGPtl k't}iP 'f5 G: '.' PF tP ? (-0, If 4;PPPP 1}<PxA£ M'.n,i•Pi hP lCfl # Ild 1 a} 9 .p8 Efh IEPtr' 9P P. aj1Pd f}t FPY y,!}g,'}C M}Pit '{oel Maikf 9 t#PSN4ik fr nPif ;t0Af 4.i i f8j kC N !, f E iM i. #5 §x t9K.. fPf?sq N`i£ i1.184 h F# - A. r ix W.Frifuq T. Fnesbo III, F.E. 4! Sel tix; a P}'a3i ranPanr t 'r sA£ti7nde C6af roF. es xe ie s.aReP liag mxm-' dtux+uam U,(f zd! ad56As£rckiP # Pa»il d e "tt£shmq£,lx les aad kt sr!fif a?fs, trP,.tof Li>x+aE ]rhMadxhrr, mi}ss ' 80083 P:h iise #.ue3±fi.w`r1#f fcnma[ghelil es-rsFef. }=. kEss r£ F;too_.;; & 1 t :nt:£s ,ttf s.rstemnsne:rd yEd`.kx;-4-cqA 7eit n. nPudceaPla ltfJ- 4451 ,St, Woe Blve. Fort Fierce, FL 34.946 loppeighl ft?iJlb A-19ao17scsus-Anihsefl.lamhe lh, F.F. £epeadnttienni ibis doPmmart?; in anyft m.is proh;bifad.Aha¢1lhe}'[iCen permizs:es hem A-3 faei trtssms-ANhaasl.lsa5n 16; P,€. W Job Truss Truss Type Qty Ply A0069916 XR5LG1BL9 VM3 Valley 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:48:01 2017 Page I ID:hA3xRN7kH8GY_sQsevncy2zOBnp-f5?LXnauZwfX9PHyz6M3tKlwwOoXPB6gxJFR?ZzMYpS 3-0-0 3-0-0 2x4 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 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 8 lb FT = 0 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 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 1 = 90/2-11-6 (min. 0-1-8) 2 = 67/2-11-6 (min. 0-1-8) 3 = 22/2-11-6 (min.0-1-8) Max Horz 1 = 46(LC 12) Max Uplift 1 = 22(LC 12) 2 = 53(LC 12) Max Grav 1 = 90(LC 1) 2 = 67(LC 1) 3 = 45(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 53 lb uplift at joint 2. LOAD CASE(S) Standard e e 'xmexis 4 1 Anm> "stL_r";sau€ to ara ars t i H*s.o1 sa stutx€'iern.rel a sw.am.Ce APf3KIRa13 .. ,e , araCS dtwe.en¢aa : e,abu!-r i4see errc to .- sum rx-toan iiAaue:Np>Aivs'kes4Fn ke it+@te ie.dd .ergs e.l;gnw. e..:eDrsee n awi tU@iH(ei'uw Tyl9b;4:ne>Eela.-erin K.pnr:iEn t:x;,=e,:., nrl,lee>a lse tt[,ex in.:wzr ,4e3s,«eras aNr„ael a M'oryh€. Tnrnbo t:S, R.E. xd.0 n I i n,ii€ai er. iNa Fb tY ,cee rAtl.NgealNr] G.e despa,ieGx-tz'kI(,ief5'aeu hd x=e :usxiAl laerrrtd ke1'9¢aeq uk€ 1+ i sl.e¢ BMW txete Ntal ;6 'ef.sd! de .5 i.k 80M3 t la g"e r ni(ena'u a—s4Rtad Tv tkxpzt sWr i, z`. to teiix3 a rM'.Sdxp harxewe Etd p4h'» k u3SKI eFaeerxtaz Pr( rig-, M e4,*eN e.pcn,er: Re: ue Meftteless}ee:Per, to hxaIn ae Fn.. kxrthrtmersless 4451. R uee Blvd, xiaaEu hxaei s:eGa9 7wl gaknrebpM el twhe+:ratted. 8er ns lugEa;me;<i xa 3 tann.?naers.t sx ttOR,k>iu Nua±twuq. rgk.ur7rD; en al:„aN'a IH-E. Fort Pierce, FL 34945 tOpy[Iq':11b ?416 it -I RPOI t1SSSR5-kD7hDDY l.lP91 0i1, F.L t'P[odtl(13FD Et IBIS dO(ODIi6',I&6Af tDlAl; 3S r6lbttRd wi6Q611hD YiiYl'Ellpgl111S1.4S:#IDDI t"i f4Ql lr95SES-Aih6tYt. tII4 l!OIIE. P.t. Job Truss ssType Qty Ply A0069917 XR5LG1BL9 VM5 1VTr1u lley 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Thu Apr 27 10:48:02 2017 Page 1 I D:hA3xRN7kH8GY_sOsevncy2zOBnp-7 HZjl7bXKEnOnZs8XptlQYr5ZQ8k8eMpAz_?X?zMYpR 5-0-0 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 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 16 lb FT = 0% 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 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 4-11-6. lb) - Max Horz 1= 86(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3 except 5=-104(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 1,3,5,4 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-183/276 NOTES- 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) 0-9-1 to 3-6-0, Interior(1) 3-6-0 to 5-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 5=104. LOAD CASE(S) Standard Wu q IN,, fxr gmr . trt Y;3tilgEii t 4 L,Ei's Eeq!{s€'.tM-StGWci.,T9S .`,i d, f.[r7 F5K7$ii16tS.At`hia. tq:ohs*pswft, ac red kt !.,IE:r€rs D,',rp f g_ifl= W"k6w1. mrIs ;,t;-t3{r:mt 3aee+Mhta se .ss a'^da'.7e9 eaa9e €[-0,xl ki tt:_. pier h. ke.. kfa he lH nk"Wr NM , 0 r S.. ;ei ehr q' 'M 0mMih6 to trv« '..per b ze' ad vgatx 1 4m H€n tube oa`5e -;@1 at kd k Tl k ass IN 1. a1, » apige. W4 a s jh 'ir Anthonyt?F'iC4 I.., F.E. n2 tt t5111 Mur L73Ec i { .ii rtr 5ll+ R -H 1':a a {dtr Aeh ke{k {rc.utx E tiR t. #t{'a4 MI di _ti; ! xv fi€ N4, d n i'J (:itk t ih uterg iai8 {, iwtpe :'(iron ai .,sFiS M wx t:<x 8Jr83 fSE Ga; 3a^{WrMa 9 a s9 xf ai4e S'6aiEp; fss {aE mtta`hs €aEd t 44dY ahu E(Si. pt s s aSt;d rA•.mutht gszrl -de+. i7 #!ms it te,7t>+ 5,.eu ittes a'4et sr 3efir. tca E.n [t tr al'i „Ymdahms: mien 445i. St Woe We. 9tftil$t knrel h 6im w4.4,W, In tral. anti a_7 4 tai. ovp€ >; 'iT *,{{tltp U,4w"s 1— t,.1 m"0,0. j Stag; y,, tl Wei h MI Fort Fierce, FL 3=94 Lnpyrighi t iD15 A -I Leal3;esrs-knl4cry Llsm6n lY:,P.r. E:ymdut6en of lhrsdnwazar, is aay€ESE is pmh b'Ued=3ihae716e xiYl:enpermizs ec+nm A-)Raat trussrs- blheay 1. tcrhn III, P.t. JANUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & BC (Typ) 3) 16d Toe Nails @ BC 2 0 ti 3ch Corner Jack's 2) 16d Toe Nails TC & BC (Typ) Ant on;•i-. Tout^11J,'.3.E. ead s+savvy'. ,a,&IMg4t mfw ,` s mNctYr$.& v ..rra£: d'kP6PeIF.4 d i r au@f mp « i@c 1i Abe skld[exrt-tt - o-xq nb..p. k rsA 80083 W PW—d a t.Map , , .. - rr eaus 4 , rri + n. m.,. td ,t a- , a ins axer 4451>> neeBlvd- was; ase„x,da.«hctwkcc eigr, ,:ra,k pa zs.a. d ir.s. 7. Eq s. aa.4xs .egies 8i„¢n,y'.,.,. s.urSsi§ 47 aw:c .+r, o, i#aPi+ r 94rer_e F_ 34>, 6 z y g53 20t6 F;I:Rtsthattxs Acfh€nyi tamb¢IliPil 3e.mcdx iasat fat daEuaun6 is aayl n,,Y r '6isei:rsknat to .r zaq rara, .firr i:r. A-i Yz E F asr> Aw1ar TvAb91j1 January 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I 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. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 Attach King and End Jack's w/ (1) LSTA12 Twist Strap @ TIC 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 Corner Jacks w/ (1) LSTA12 Twist Strap @ C and BC (Typ) w/ (10) 10d Nails Min. Per Strap HIP OR KING JACK (TYP.) vx.n-M,-s;rvt€EtsFEl,x;fFE..!`.tS.tti WB ,Ei1 i:Y.P,'"tR.i"<.k i.F U NF'ia xrl:a.-'%ffa v nvu.a,m .r ,mxP§si# a J'cJ i La nCar4.E>.P rys,<_k se4__-€s lrsa5w e., ds e.>'t1ah.. n. 7.;Tam(s SI7 a!e. n rl Est €Ir pY^i ( mtx Ha q *a. e8>,ttr _d €s1 IL Pui aet„d krs-xa Pl rc.A 3' w k6,.c f ,t f x q a: sa t,9 B lcaxan! Fuca tma; eta 4s Rz sr^-u} 1 vircx ag.xan x+saa ref zsk 3iz tq e.ie s4 p+c Fa rtF13Axs k'nr A.va d x;ASa F...,._e d-4"I St d- 81d . r i c. _ mc, P_ 3-946. Cas. g-`at s}i-0tf:i>3 ioai mss3 Aa$arty'. ine l°<PI_>,Rrprtdaaiar cllas dnmment ia,ap #sum. t. pc#ihitci riih ra!Fie.d#ea pt mKsxhcm i{(Rnra`ti t._.-daT ;zs LTcaAsSY. t.E .. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. 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 ENDS. HORIZONTAL BRACE SEE SECTION A -A) TRUSSSES @ 24' O.C. STDTL03 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH 4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL IAGONAL 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 (MIND. 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. VERTICAL NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. FOR WINO 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). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I 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. UKAL TRUSS cTi in STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS ETAIL IS FOR I VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS r FEBRUARY 17, 2017 I STANDARDTRUSS STDTL04 CONNECTION DETAIL A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. PIGGYBACK TRUSS - REFER TO ACTUAL TRUSS ESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. N\ SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 3' X e' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 49' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d 0.5' 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. 46 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 SEi TRUSS OF 10d VALLEY TRUSS TYPICAL) TRUSSED VALLEY SET DETAIL - SHEATHED GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL 'A' BELOW (TYP.) GENERAL SEPCIFICATIONS: STDTL05 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL 'A'. S. 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 GABLE END, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS TYPICAL) 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 II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO LISP 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 VALLEY TRUSS TYPICAL) SE TRUSS OF 10d TRUSSED VALLEY SET DETAIL GABLE ENO, COMMON TRUSS, OR GIRDER TRUSS NO SHEATHING) N.T.S. P 12 SEE DETAIL 'A' BELOW (TYP.) STDTL06 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. DO 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 ESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES GABLE END, COMMON TRUSS, OR VALLEY TRUSS GIRDER TRUSS TYPICAL) 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 II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.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. FEBRUARY 17, 2017 TRUSSED VALLEY SET DETAIL I STDTL07 HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTACH \ TRUSSES WITf WIND DESIGN PER ASCE 7-98, WIND DESIGN PER ASCE 7-10: MAX MEAN ROOF HEIGHT = 30 F CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCRE MAX TOP CHORD TOTAL LOAD = r MAX SPACING = 24' O.C. (BASE ANDVALLEY) 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 6/12 PITCH BOTTOM CHORD u` CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 MAXIMUM 12112 PITCH) FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VER1 STUD SECTION B-B A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772 409-1010 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. VERTICAL 2X6 SP OR SPF STUDP2X4 2 DIAGONAL BRACE 4) - 16d NAILS16d NAILS SPACED 6' O.C. 2l IDd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENA 3X4 = v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. 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 G' O.C. 5. IAGONAL 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 WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 IL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.S' COMMON WIRE NAILS RESPECTIVELY. 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 IAGONAL BRACE 2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12' O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16' O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#31STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12" O.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 10-8-0 2X4 SP #2 24" O.C. 1 3-1-4 3-11-3 6-2-9 9-3-13 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 G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90Y 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. ROOF SHEATHING 2) - 10d NAILS TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - lGd NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE SEE SECTION A -A) END WALL T-BRACE / I -BRACE DETAIL I STDTL09FEBRUARY17, 2017 WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. s I THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34046 772409-1010 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 ]-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS i: WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 FO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE 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: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 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 CHORDA NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACHTH T 1 VERTICAL FNAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' 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') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS 0.216' DIAJ INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (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 JOINE WITH (12) - 10d 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 STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING BY OTHERS) FEBRUARY 17, 2017 AA ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 LATERAL TOE -NAIL DETAIL NOTES: 1. 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) OIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 z 135 93.5 85.6 74.2 72.6 63.4 0J ri 162 108.8 99.6 86.4 84.5 73.8 128 74.2 67.9 58.9 57.6 50.3 c Z0J 131 75.9 69.5 60.3 59.0 51.1 n 148 81.4 74.5 64.6 63.2 52.5 N M 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 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ( 2X4) 3 NAILS EXAMPLE: NEAR SIDE 3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD vi NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' 0° 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 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 UPLIFT TOE -NAIL DETAIL 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 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 BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (0.162' IA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIN FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIN 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 STDTL12 NEAR SIDE FAR SI SIDE VIEW 1E TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S Lo 131 59 46 32 30 20Z CO J 135 60 48 33 30 20 Ln m 162 72 58 39 37 25 J 0 128 54 42 28 27 19 F_ LD Z Z OJ 131 55 43 29 28 19 W 148 62 48 34 31 21JL J CV Q Z 120 51 39 27 26 17 CD Z 128 49 38 26 25 17 O 131 51 39 27 26 17 J n 148 57 44 1 31 28 1 20 TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY END VIEW IL NAIL NAIL FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x '+ TYP 2x2 NAILER ATTACHMENT I STDTLI3 2x2 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 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS 4) 12d TRUSS 24" o.c. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES STDTLI4 4) 12d MAX 30" (21-611) 2x6 #2 SP (Both Faces) 24" O.C. 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Ras d¢en nn m boy tr m es piap4@iird w ,hoot Sr .t x p.. n=es+on iroai A I R®af i xvet krtp ay i.'aaiYa 111; P.C,. - STANDARD FEBRUARY 17, 2017 REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15DAMAGEDORMISSINGCHORDSPLICEPLATES A ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X INCHES) MAXIMUM FORCE (LBS) 157 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 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS C CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C IOd NAILS NEAR SIDE 10d NAILS FAR SIDE ril 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). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI 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. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-400,1010 TRUSS CRITERIA: LOADING: 40-10-0-10 URATION 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 ISTANCE, 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. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) 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 "BCSI 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. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 1 2) 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-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com CUSP STRUCTURAL CONNECTORS* A IMiTek' C0(Tlpdtly Hangers Allowable Load (Ibs) DF-L/SP LSL LVL PSL SPF I -JOIST USP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100°% 100% 100°% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 4) - 10d (Header) FL821.39, 2) - 10d (Joist) 11- 0510.01, RR 25779 LU524 670 765 825 490 4) - 10d (Header) 2) - 10d (Joist) T2 JUS26 1881, 850 975 1060 1115 4) - 10d (Header) FL821.42, 2) - 10d (Joist) 11- 0510.01, RR 25779 LU526 865 990 1070 1165 4) - 10d (Header) 2) - 1Od (Joist) T3 MSH422 1831, 2025 2025 2025 22) - 10d (Face - Face Max Nailing) FL822.36, 6) - 10d (Face - Top Max Nailing) 08- 6) - 10d (Joist - Face Max Nailing) 0303.06, 6) - 10d (Joist - Top Max Nailing) RR 25836 4) - 10d (Top - Top Max Nailing) 13116-R THA422 2245 2245 2245 6) -15d (Carried Member - Face Mount) 6) -10d (Carried Member- Top Flange) 22) - 16d (Face - Face Mount) 2) - 16d (Face - Top Flange) 4) -16d (Top - Top Flange) THAI422 1835 1835 1835 2) -10d x 1-112 or 2 - 10d x 1-112 (Carried Member) 20) - 10d or (2) -10d (Face) 4) - 10d (Top) T4 THD26 1781, 2485 2855 3060 2170 18) - 16d (Face) FL13285.35, 12) - 10d x 1-1/2 (Joist) 06- 0921.OS, RR 25843 HTU26 2940 3340 3600 1555 11) -10d x 1-112 (Carried Member) 20) - 10d x 1-112 (Carried Member -Max Nailing) 20) -16d x 1-112 (Carrying Member) 20) - 16d x 1-112 (Carrying Member - Max Nailing) US P STRUCTURAL CONNECTORS' A MiTek" Compariyt Hangers Allowable Load (lbs) DF-L / SP LSL LVL PSI_ SPF I -JOIST 1.60% USP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100°% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 18) - 16d (Face) FL13285.35, 12) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU526-2 2785 3155 3405 1550 14) - 16d (Face) 6) -16d (Joist) HTU26-2 2940 3340 3600 2175 20) -10d (Carried Member - Max Nailing) 20) -16d (Carrying Member - Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 28) - 16d (Face) FL13285.35, 16) - 10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4580 2140 26) -10d x 1-112 (Carried Member - Max Nailing) 26) -15d (Carrying Member - Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU528-2 4210 4770 5140 2000 22) - 16d (Face) 8) -16d (Joist) HTU28-2 3820 4340 4680 3485 26) -10d (Carried Member - Max Nailing) 26) -16d (Carrying Member - Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 18) - 16d (Face) FL13285.35, 12) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU546 2790 3160 3410 1550 14) -16d (Face) 6) -16d (Joist) U S P STRUCTURAL CONNECTORS' a MTek' Cor'nPWIV Hangers Allowable Load (lbs) DF-L / SP LSL LVL PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 22) - 16d (Fore) 8) - 16d (Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 20) - 16d (Face) FL821.75, 8) - 10d (Joist) 06- 0921.05, RR 25779 13116-R HGU526-2 4355 4875 S230 2155 20) - 16d (Face) 8) - 16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 20) - 16d (Face) FL821.75, 8) - 10d (Joist) 06- 0921.05, RR 25779 HGU526-3 4355 4875 5230 2155 20) -16d (Face) 8) - 16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face) FL821.77, 10) - 16d (Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 36) -16d (Face) 12) -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 36) - 16d (Face) FL821.75, 10) - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36) -16d (Face) 12) -16d (Joist) Fastener Comoarison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d (Header) 4) - 1Od (Header) T1 JUS24 LUS24 2) - 10d (Joist) 2) - IOd (Joist) 4) -10d (Header) 4) - 10d (Header) T2 JUS26 LUS26 4) - 10d (Joist) 4) - 10d (Joist) 22) - 10d (Face - Face Max Nailing) 6) -16d (Carried Member- Face Mount) 6) - lod (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) 2) - 16d (Face - Top Flange) 4) - 10d (Top - Top Max Nailing) 4) - 16d (Top - Top Flange) 11) - 10d x 1-112 (Carried Member) 18) - 16d (Face) 12) - 10d x 1-1/2 (Joist) 20) - I0d x 1-112 (Carried Member - Max Nailing) T4 THD26 HTU26 20) -16d (Carrying Member) 20) - 16d (Carrying Member -Max Nailing) 18) - 16d (Face) 14) - 16d (Face) T5 THD26-2 HHUS26-2 12) - 10d (Joist) 6) -16d (Joist) 28) - 16d (Face) 25) - 10d x 1-112 (Carried Member - Max Nailing) T6 THD28 HTU28 16) - 10d x 1-1/2 (Joist) 16) - 16d x 1-112 (Carrying Member - Max Nailing) 28) - 16d (Face) 22) - 16d (Face) T7 THD28-2 HHUS28-2 16) - 10d (Joist) 8) -16d (Joist) 18) - 16d (Face) 14) -16d (Face) T8 THD46 HHUS46 12) - 10d (Joist) 6) - 16d (Joist) 28) - 16d (Face) 22) - 16d (Face) T9 THD48 HHUS48 16) - 10d (Joist) 8) -16d (Joist) 20) - 16d (Face) 20) -16d (Face) T10 THDH26-2 HGUS26-2 8) - 16d (Joist) 8) - 16d (Joist) 20) - 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 (Joist) 36) - 16d (Face) 36) -16d (Face) T13 THDH28-3 HGUS28-3 10) - 16d (Joist) 12) -16d (Joist) a e s. REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for "field built" trusses. 2. See details below. ALT_ t°i3t ED $ECR t G r'NniT€QN - - Tmus r;iob FI Tlaf1 - F I$,.I'a' GAN,A -F.D Pi XTE5 f iy r r l BREAKS ;! 1' i! ! . t ?Or 1 I.:E i - -.. r -, t 1 , _ m r'_ y i :t _ L5 E .%.. 2.'I x3 LI -;_ __3x3 -- FP= 3x3 li=_ 3x4 • _1.5x4-11,`_1 5_:11 - — x45x6 — 1 3 7 8 . =- 90- --- 11 12 1 V2 I IN = A 4 20 = - 19 — 16 17 7 1- 5x4 ( 1 = 396 1 5x4.11 = 1 5x4 11_3x6- 3x6 FP---1- z= Pif' S Stt= P= [ESE =fi feJT tj te=u 3x .- %- • 3x6 ' = 5 5x4_// , \ 3 - W3 1Fi 1573 74 t t,_ 4 r- t"'I M 1;.._.1 11 HATCH • v4v:'{r'•e4 LEGEND i i 5 3 5/8"r, 5 5/8" j Y 1 011 NJ 30' 0" U U U U U U J I. qi 13 CJ3 JS CIS A01 A02 A ZsaaT oN A64 0 AOS ry A05 7 An w A05 a A04 A03 A02 i, tc J5 B04 J3 B04 1^ B04 U U U B04 I B03 n B03 1 " B03 BO E 3 3" 1.4•. vCn _ - ' e E -\ UNLESS NOTED OTHERWISE) s - - NOTE: ALL CEILING DROPS BELOW BEAM ARE _ BY BUILDER (UNLESS NOTED OTHERWISE)- NQTE: THIS TRUSS PLACEMENT DIAGRAM IS TO _ SHOW TRUSS I.D. AND TRUSS LOCATION ONLY. - - - - I THE BUILDING DESIGNER IS REPSONSIBLE FOR THE STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. r =Efe = o REFER TO THE INDIVIDUAL TRUSS ENGINEERING_ - DRAWINGS FOR GRAVITY AND UPLIFT LOADS. - - FOR BRACING & ERECTION DETAILS REFER _ TO BCSI-03 AND/OR ENGINEER OF RECORD e 14 e t a " REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING AS JUS24 iW, THD46 B JUS261•: MSH422 CI THD26 MUS26- OD THD28 © - - m e e OE THD26-2 OM - - - _ - = m .j OF THD28-2 JUS46 HANGER BY BUILDER LOADING ROOF FLOOR WIND LOAD- o LIVE LOAD 20 40 ASCE 7-10 g- a¢ -NEY 00 _ c=i DEAD LOAD SO 30 150 MPN EXP C - - o LIVE LOAD 10. 0 CATEGORY II = _ - O o- m u DFAD LOAD 10 5 ENCLOSED m - - s TOTAL LOAD 40 55 FBC - 2014 DURATION FACTOR 125 100 TPI-2007 - - - REV DATE BY REMARKS 01 12/09/2016 JT REVISED STAIR OPENING/CLOSET ABOVE - s STAIRS It is understood that above - conditions have been reviewed APPROVED _ e - are acceptable for the m _ m _ m APPROVED AS NOTED fabrication at trusses, _ elevalions,pitches, overhangs, REVISE AND RESUBMIT e E fascias,ceiling elevations/pitches, bearing - E - _ _ REJECTED conditions & all detail pertaining _ _ to this truss placement plan. No _ back charges will be accepted - m DATE without previous written approval from an A-1 Roof - _ Trusses representative. representative. REVIEWED BY PLAN DATE ARCH: o -- STRUCT: a •• .. = ". > CUSTOMER RYAN HOMES eEaf JOB NAME IARGOv1 "B" GAR4GERA5HT OPTION(S) L47 A1/9'-4"CW, - - = 3 = g = - COMMNTY LOT # m yE y BLDG BLDG < - m - TYPE # JOB # - MASTER XR5LG1BL9 DRAWN SCALE DATE 03j20/2017 - m - ECC NT.S m = A-1 ROOF TRUSSES = m e e - - A FLORIDA CORPORATION a e 9 Ph 772-409-1010 1 Fax 772-409-1015 _ e - e Permit # RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form 17 - 3373 Project Location Address S, ,,NF OR® As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma 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-R1 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 Category/Subcategory Manufacturer Product Description Florida Approval # including 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 5444-R4 Underlayments Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates. Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Vicky Otero Please Print) June 2014 60 -6- )Cz-o,fr 11002 THERMA TRU DOORS 1 18 INDUSTRIAL DR.., EDOCRTDN, DH 43517 Smooth -Star" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing has been developed in compliance with the 5th Edition 2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane 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 shah be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/AF1f.PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. . 6. Positive and negative design pressure requirements for use with this drawing shall be determined 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. TABLE OF COMITM3 SHEET I DESCRIPTION i Typical elevations, design pressures S general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring 6 bill of materials 5 Horizontal 3 vertical cross sections 6 1 Vertical cross sections i 105.50' MAX. OVERALL FRAME WIDTH 1 . 2 3 5 5 5 3 I II 1 I I I I I I I I II II II I'Al I' '1 1' 'I II II 6 A 6 6 6 6 6 DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 55.0 -55.0 37.50' MAX. OVERALL WIDTH 4 ry rr OW 5 w 5 II II II I' 5 N II II II 11 SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 6B.50' MAX. OVE 1 2 3 5 5 5 SINGLE W/ SIDELITES OXO MAX DESIGN PRESSURE 40.0 -40.0 U` Pq v aL4 o oZ j E uj a 3`d 74,5(" MAX. OVERALL WIDTH 53.00" MAX. OVERALL WIDTH 1 2 3 1 2 3 5 5 5 5 5 5 l "-; N-_11. I I i t IIIII 1 1 1 I A I 1 I I 1 I I I i -A A 5 II1 1 1 I I Is -A I L-A I' 'I 1' '1I - "'SI i A I' '1 Ii 'I I' 'I I -y I -.1 DOUBLE XX SINGLE W/SIDEUTE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55.0 -55:0 +40.0 -40.0 LOCK HARDWARE MFG i SERIES K IISETS NATURE SERIES LATCH KWIKSETSIGNATURE SERIES 780 DEADSOLT sCXE: N.T.S. owc. By: JK cHR. ey: LFS FL-15225.5-68 sHar 1 or 6 4" 4- 4" 0: Ldro MULLION I I I MULLION ZO 11MASONRYI- MA 4SONRY-7 ' - SHOWN FOR REFERENCE MASONRY-7- 4 11 11 SHOWN FOR REFERENCE nO 0 N .: TYP, HEADOPENINGD OPENING Typ. OPENING TYP 0 X W- Z. JAMBS HEAD HEAD I I E w g (L JAMBS JAMBS I r A o 0acc. 2X BUCK-/' 2X BUCK-/ 0 L4 0z 2X BUCK II a II 01 C; L --- M JILLION t+ d I I SHOWN FOR o, d II d II REFERENCE ti C; II II II II II II Of 71 77.7 zz SINGLE DOOR SINGLE W/SIDELITE SINGLE W/SIDELITES BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING Ona n03 0 0 l4 4" 4" 4 4 Cor4_ 8 MASONRY_7.- MULLION I I SHOWN FOR II MULLION U, OPENING TYP. HEAD TYP REFERENCE SHOWN FOR L JAM. ASTIRASTRAGAL HEAD REFERENCE NOTES II SHOWN FOR JAMBS 1. 2X buck min. S.G. 0.55. 2X BUCK -/ REFERENCE 2X II II it x BUCK II CONCRETE ANCHOR NOTES: be to the1. Concrete anchorlocations at the comers may adjusted maintain min. IASTRAGAL edgedistance to mortarjoints. 2. Concrete anchor locations noted as "MAX ON CENTER" must be adjusted ton o 6 SHOWN FOR 0) Gecmaintainthm in. edge distance to mortarjoints, additional concrete anchors REFERENCE o5 6 may be required to ensure the "MAX ON CENTER" dimension are not exceeded. 3. Concrete anchor table: 1- . ANC fN., XINII-.CIL A ........... r.O.AEDMENtt4ffY ...... MACENT1 I EDGE : A ` --. .. anak, ITW NoTAPCO 1/4" 1-1/47 2" 4" ELCO ULTRACON" 1/4- 1-1/4"4" DATE: 212 1/ 12 II I II II SGLE: N.TS. KDWG. BY-. J DOUBLE DOOR CHK. BY: LFSDOUBLEW/SIDELITES a BUCK ANCHORING MASONRY BUCK ANCHORING OPAWING NO.: OPENING FL-15225.5-68 I SHEET 2 OF 6 a D , „E„ C,. 3„ 7" I I I I I I I I I MULLION IIII SHOWN FOR IN i REFERENCE A W/2X BUCK INSTALLATION ci 9 W/1X BUCK INSTALLATION o 46 o TYP. HEAD & JAMBS VIEW "C"—'C" SINGLE DOOR W/SOELITES M 0 N j.... m IN PAIRS 30 TYP. dTYP. 3" --I F- T o z aLU N N 0 V) rn f s>: U o a V SEE 3 DETAIL "4" o SEE o a rOj + DETAIL C,, 1 6L T F D" "A" 7" 73„ 6 L NII MULLION SHOWN FOR _ REFERENCE r j W/2X BUCK INSTALLATION O) W/lX BUCK INSTALLATION TYP. HEAD & JAMBS 7` In C1 J ' O SEE DETAIL "2 om gam Din Z 0 W0 e a Z z U W/2X BUCK INSTALLATION W/1X BUCK• INSTALLATION TYP. HEAD & JAMBS VIEW "E"—"E, ^ VIEW "D"—"D" SINGLE DOOR W/SIDELITE VIEW "B"—"B" SINGLE DOOR SHOWN W/ OPTIONAL CORRUGATED FASTENERS, ITEM 130 (TYP. ALL SIOELrrr TO DOOR JAMB CONNECTIONS) SIDELITE NOTES: 1. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each verticaljamb, from the top down at 13.5", 31 ", 48.5' & 66". There are (2) at the header at 4" from the outside corners of the frame. There are (2) at the sill, 4" from the outside comers. 2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/6" X 1 114" 16 ga. staples along each jamb (6" 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 mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: AN.CFi .. :a'sA. N E.r.Ri a:>? isii: M(N:::::::::::......:,....,.,........,.,...:::::::...-:::......:::.,...,,,.,........,....:::: a:MaN:>:G.tt:....ANCt*....M C.... CE: 1,9.......N....... TYPa... TQ::AlASCiNR...... r::;;:TOADJAGEN7:;::: Fs: ITW TAPCON® 1/4" 1-1/4" 2" 4" ITW TAPCON® 3/16" 1-1/4•' 3" B DETAIL "6" W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C 1 DETAIL "1 " SEE - DETAIL "l W/2X BUCK 2 INSTALLATION W/1X BUCK 11 INSTALLATION DETAIL "2" n Vim aOC c w NM 0a zE 0' do 0 U O a 0_ O a VIEW 8 1 C 1 DETAIL DATE 2121112 SCALE: N.T.S. - DWG. Or: JK CHK. BY: LFS 3 DRAWING NO.: R FL-15225.5-68 SHEET 3 OF 6 Q L T— C3s} U E" 4 3" 3" I I 3„ LT, II I II I I II SEE NOTE 311 II _ SHEET 3 SEE DETAIL "3" 11 I ASTRAGAL II MULLION SHOWN FOR 11 SHOWN FOR REFERENCE 11 REFERENCE ONLY 11 16 11 16 11 16II 12 II5 11 5 II II C„ „E„ VIEW "C"-"C" DOUBLE DOOR W/SIOELITES IN F q W/2X BUCK INSTALLATION un LdW/1X BUCK a U _ z INSTALLATION w a z TYP. HEAD w In JAMBS i.l A" 3" 3" I I I I I SEE DETAIL 1 11 W/2X BUCK q3 IINSTALLATION W/1X BUCK y o ASTRAGAL INSTALLATION 4 d SHOWN FOR IITYP. HEAD & — o REFERENCE 11 JAMBS _ ONLY 11 11 DETAIL "4' o I SEE 16 I 16 DETAIL 5 11 5 v VIEW "E"-"E" DOUBLE DOOR SHOWN W/ OPTIONAL CORRUGATED FASTENERS, REM 130 (TYP. ALL SIDELRE TO DOOR JAMB CONNECTIONS) W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C Material STEEL 1 STEEL STEEL DETAIL "1" Item DESCRIPTION A 10 x 2-1 2 PFH WOOD SCREW 8 10 X 1-3 4 PFH WOOD SCREW C 10 X 1 PFH WOOD SCREW 1 10 x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL 2 10 x 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-112" LG. PFH WOOD SCREW STEEL 4 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4" x 1-3 4"ITW PFH CONCRETE SCREW STEEL 9 1 4" x 3-3 4"'ITW PFH CONCRETE SCREW STEEL 11 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1 4" x 3-1 4"ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4" X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB SUGAR PINE, SG >= 0.34 WOOD 21 3 4" THK, PRESSURE TREATED SIDELITE PAD WOOD 30 1112" X 1" X 25 GA. CORRUGATED FASTENER STEEL B 1 C 1 DETAIL " 4" A" n Gj` a 1 U N •• U w 7! S` 0 zLf) E m09acoa cy offJ a In m 0: o C3 M ? VIEW 'A"- A" D c J Eo= c IJ W/2X BUCK INSTALLATION 3 0 W/ 1X BUCK 11 INSTALLATION DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. w i o Q N 0 rt o C z c DATE: 2121112 SCALE: N. T.S. DWG. BY: JK rt CHK. BY: LFS 3 DRAWING NO.: 0 N FL- 15225. 5-68 SHEEP 4 OF 6 i ix BUCK Ep `6 WW 9 ry= INTERIOR EXTERIOR t HEAD JAMB 5 Tolxsub-buck Inswing shown 1.25"— — INTERIOR 2_' HEAD JAMB 5J To wood frameInswingshown BUCK r. 4 A I . : ji EXTERIOR 25 MAX. Li SHIM SPACE 1.15' MIN. EMB, 1.25' MIN. EMB. TYP. 4 VERTICAL SIDE JAMB To 2x sub -buck Inswing shown 2X BUCK INTERIOR INTERIOR 3 HEAD JAMB 5 To 2x sub -buck Inswing shown EXTERIOR 0.15" MIN. C-SINK 0.25' MAX. SHIM SPACE 1.15' MIN. EMB. 5 VERTICAL SIDE JAMB 5 To wood frame Inswing shown z i5Y 1155``` o °n 1° z U N v o Z OZU u g 9 0 o aNaN maafn lV 0 E oZ cal K, 3`a v, U o F- o N w vW, zo oNu o Z o EXa aa DATE: 2121112 SCALE: N.T.S. DWG. BY: JK OHK. BY: LFS DRAWING NO.: FL-15225.5-68 SHEET S OF 6 INTERIOR EXTERIOR INTERIOR Z VERTICAL CROSS SECTION b Inswing contiguration 4 VERTICAL CROSS SECTION b Inswing configuration EXTERIOR It INTERIOR Z 7 21 VERTICAL CROSS SECTION b Outswing configuration EXTERIOR INTERIOR C5 VERTICAL CROSS SECTION b Outswing contiguration A mod-'• t J O Ip W zo INTERIOR EXTERIOR N z 9 - c rg ZtEm moa w 9 0 oU Nd Nw maaf° 20 Z 21 12 `mg rW8Ja o 0 03 VERTICAL CROSS SECTION 6 W WO] pqU U O it a a EXTERIOR FOR,.. EL R p N w Q h VERTICAL CROSS SECTION Z S DATE 2/21 12 S b Outswing configuration SCALE: N.T.S. ` r DWG. BY: JK a CHK. BY: LFS 3 DRAWING NO.: D n FL-15225.5-68 E SHEET 6 OF 6 n I'1 fli-4 t k THERMA TRU DOORS 1 1 B INDUSTRIAL DR.., EDGERTON, CH 43517 Smooth -Star" and "Benchmark by Therma-Tru" 87SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105. 50" MAX, OVERALL FRAME WIDTH 1 2 3 5 5 5 11 11 n 11 1 I 1 11I 1 I I I II II 11 II W. 11 it i I.I II 1, ,I I, 11 11 II I II II 11 It 11 5 1 it I, i. 1 I 11I I 1 1 I I I I I I I I Krr" NZ W 1 I II I I1111IItl I If 11 11IIIII, 1. This product anchoring drawing has been developed in compliance with the 5th Edition 2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane 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 shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 5. Where shims are used, they must be a "rigid / stiff material that complies With the requirements of the FBC. 6. Positive and negative design pressure requkements for use with this drawing shall be determined 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. TABLE OF CONITIM DESCRIFTION Typical elevations, design pressures & general notes Buck anchoring R FrameanchoringFrameanchoring & biN of materials Horizontal & verficai cross sections Vertical cross sections 68.50" MAX. OVERALL WIDTH 1 2 3 5 5 5 Y=71 ------_, F=71 11 II Ii ,I Ii II II II I I II II II N I; tl it II II II I, ,I II II II II I I 11 ,1 II 11 II 11 I.I II II II I 1 il. 11 I li II II 11 - I 1 LI II 11 81 I II II F1 II I I II II I I1 , I I I I I i I I I- 11 II J I I I II I, I 6 6 6 6 6 6 6 6 6 K66 DOUBLE W/SIDELITES OXXO SINGLE W/SIDEUTES OXO MAX DESIGN PRESSURE LOCK HARDWAREMFG&SERIES MAX DESIGN PRESSURE 47.0 -47. 0 KIIIISIGNATURE SERIES LATCH +40.0 -40.0 KWIKSET SIGNATURE SERIES 780 DEADIOLT 37 50" MAX OVERALL 74.50" MAX. OVERALL WIDTH 53. RALMAX. WIDTH OVEERALL WIDTH 1 2 Y 3 1 2 3 t 2 3 5 5 5 5 5 5 5 5 5 4 5 5 9j 5 tl It I a I I I I I I N__ Ze I I I I I 1 11 11II' 11I SINGLE X MAX DESIGN PRESSURE 67. 0 -67.0 Fr=Y b rr rr=Yi b 11 11 IY 71 IY-71 1 1 I I I I I I I IY 71 IY-71 I I I I I I I 1 1 I I I I II II II II 11 If I, ,I II II I I 1 1 1 1 I 11 II 11 II II II II II II II II I I 11 II II II II II II II II I I 11 II 4 5 II 11 11 II II 11 I, ,II, I 1 I II , I 11 ,I p 5 IY-YI IY-YI IT 71 IT-71 55 II II 1 I I f I II 11 11 II If II II II II II II 11 II 11 II II 11 11 11 11 1I 11 II 11 II II II II I I, 11 11 11 II ,I I, I, I, 11 II It 11 11 _-1J II 11 II 11 LI_ 1 1 Ll _ J II 11 it I, LL = I I ,I I II II 11, 1 DOUBLE XX SINGLE W/ SIDEUTE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 47.0 -47.0 + 40.0 -40.0 SCALE: N.T.S. DWG. BY: JK CHIC. W. LFS 3 DRAWING NO.: 0 FL- 75225.5-80 " SHEET or 6 " O MASONRY OPENING 2X BUCK I I--- 4" SINGLE DOOR BUCK ANCHORING 0 =0W=m I I MULLION MASONRY 4 II SHOWN FOR OPENING TYP II REFERENCE HEAD I I JAMBS Q a II II ad II 6 o II II II 2X BUCK II II II II II MASONRY OPENING NOTES: 2X BUCK 1. 2X buck min. S.G. 2 0.55. CONCRETE ANCHOR NOTES: 1. Concrete anchorlocations at the comers maybe adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortorjotnts, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANexaK 1NCNG1it. MjM Mt1V ClE SltA G.. MtCV Ct 1Rt1. G .. AVD 70;MASt7NRY;;:;:,;, T..O 1TW o 1/4" 1-1/4" 2" 4" TAPCON ELCO 1/4" 1.1/4" 1" 4" ULTRACON JL n U 26 4" —r i— 1 4„ II II II II II II MASONRY 4 I I OPENING TYP, II I{ HEADII II JAMBS' I II II II II II 2X BUCK I I MULLION I SHOWN FOR II REFERENCE I II II II II II II II II II II SINGLE W/SIDELITE BUCK ANCHORING t+48„ II it 4 II II TYP. HEAD JAMBS II ASTRAGAL II SHOWN FOR II REFERENCE II it II II II II II II II II DOUBLE DOOR BUCK ANCHORING 2X xs BUCK 2 U p o 4 n 4g:e0z nOzA\ UytNor IIiiit onmnm"'///tti ZbivZ0UE69mogumpoda "" N mo:ETr J c 0 E o= a. 3' d CL D h U O SINGLE W/SIDELITES BUCK ANCHORING I i II II II II I I I MULLION4IISHOWN FOR II MULLION TYP. II REFERENCE II SHOWN FOR II HEAD II. REFERENCE II JAMBS I I I II I I II I II II II II II II I ASTRAGAL II II II SHOWN FOR II II II II II II II II II REFERENCE II II II II II II II II II ii II II II MASONRY DOUBLE W/SIDELITES OPENING BUCK ANCHORING o c' z Cp O m C fw m U o 0 4" a a c U m a 0 z O Zro once: 2121112oY0 SCALE: N.T.S. MO. BY: JK CHK. BY: LFS DRAWING NO.: FL— 15225.5.-60 SHEET 2 OF 6 E„ D„ r F7rr-'i IIIIII IIII MULLION nll IIII SHOWN FOR ill C REFERENCE d A W/2X BUCK INSTALLATION - M n d ci W/1X BUCK INSTALLATION C„ r 3. M w - owf SQ(L r C, w _ Y N off NI” o D„ ,A„ 1r7 r F n MULLION SHOWN FOR REFERENCE a z ww X BUCK INSTALLATION X BUCK INSTALLATION HEAD & JAMBSP. HEAD &JAMBS 1— IIII 1 III31111 16 S SEE NOTE 1 1g IIII - IIII 12 IIII SEE DETAIL 4 •• a n v o w o = je hl SEE DETAIL iz 16 IIII 12 IIIIIIII 16 5 oti C„ "D„ "E, i C „D„ „A" VIEW "C"-"C" SINGLE DOOR W/SIDELITES VIEW "E"-'"E"' VIEW "D"-"D" SINGLE DOOR W SIDELITE SHOWN W/ OPTIONAL CORRUGATED FASTENERS. REM /30 (fYP. ALL SIDELITE/HAP WDARE NOTES: SIDEUTE TO DOOR JAMB CONNECTIONS) o Zr • C, 6" Z II T y... 6, ? T N M Z O t0 0 A W/2X BUCK '1IIII I I I INSTALLATION 0 x d 9 W/1X BUCK- SEE -'e Em imza INSTALLATION DETAIL N aNN 9 0 o a P. HEAD & m JAMBS A t` U SEE DETAIL ' Y - VIEW " El"-"B" 1. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each B vertical jamb, from the top down at 13.5", 31 ", 48.5' & 66". There are (2) 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, sidelite is direct set into the jamb with (5)'/6"X 1 C 13/ 4" i6 ga. staples along each jamb (6" from ends and equally spaced thereafter). 3. Latch, deadbolt and hinge locations vary. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings. CONCRETE ANCHOR NOTES: 1 1. Concrete anchor locations at the comers may be adjusted to maintain the min. DETAIL "4" edge distance to mortarjofnts. 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. A A 3. Concrete anchor table: ANCHOR l iN ANCHORgroat M TD h1ASONRY TO...AMP NT:;.:; ITW ® 1/ 4" 1-1/4" 2" 4" TAPCON ITW 0 TAPCON 3 16" 1-1/4" 3" 1.1/2" 1 1 A A 1 1 DETAIL " I' n d O 0 B DETAIL " 6" 0 10 DETAIL ' Y VIEW '• A•" -"A•' E az S 3'd MALE: N.T.S. 3 wc. Ely: JK m OHK. BY: LFS 3 PAWING NO.: rr N FL- 15225.5-80 0 N SHEET 3 OF 6 E„ C" 3„3" 3 3^'I 3, 4" 1— I IIII II SEE DETAIL "3' 17 IIII A IIII SSHEETT3 3 II III 9 I MULLIONIISHOWNFOR REFERENCE ASTRAGAL I SHOWN FOR II REFERENCE II - ONLY I — I II 16 16 ii ki 16 IIII 5 II IIII - 12 o IIII IIIIII III - VIEW "C"—"C" DOUBLE DOOR W/SIDELITES W/2X BUCF INSTALLATIO W/iX BUCF INSTALLATIO TYP. HEAD JAMBS SEE DETAIL 4„ VIEW "E"—"E„ Item DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL B 10 X 1-3 4 PFH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL 4 1 4" x 2-3 4"' PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 9 1 4" x 3-3 4" ITW PFH CONCRETE SCREW STEEL 10 8 X 3 PFH SCREW STEEL 11 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1/ 4" x 3-1 4"ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4" X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB CPINE, SG >= 0.42)WOOD 21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL A N 3" 3 N•:Yj z° fit;•' o rn II W/2X BUCK x -- D SEE DETAIL I INSTALLATION A D SEE < 1ii a E i m o chiDETAIL 3., II W/1 X BUCK 9 „1 N t D g 9 0 n. n. II INSTALLATION r7 U N \ N a N m od a II TYP. HEAD & p v A JAMBS — L E o= fi ' u c D: ASTRAGAL) I & J SHOWN FOR _ O REFERENCE ONLY O = N O 2 tr II N U ZZOp OQ 16 II 16 5 II 55aCO A„ DOUBLE DOOR B 1 C 1 DETAIL "4" A 1 A 1 DETAIL "I' a a m v VIEW "A" —"A" SHOWN W/ OPTIONAL CORRUGATED FASTENERS, ITEM 130 (TYP. ALL d, SIDELRE TO DOOR JAMB CONNECTIONS) 11 0 DETAIL ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. CATE: 2121112 = ScALE N.T.S. 3 DWG. BY: JK m CHK. BY: LFS 3 DRAWING HO.: N FL-15225.5-80 a N SHEEP 4 OF 6 f'n 13 *t••\O o coin ro ~ o m m Li a z m Z U z a 13 r' r 1 d 1 X BUCK \ U V ' c 0 Q Z a ZPyfw8ra A Wpm INTERIOR EXTERIOR z N 2X BUCK ov A = Of Go INTERIOR EXTERIOR INTERIOR EXTERIOR y tl 1 HEAD JAMB , zo $ To lx sub buck 2 HEAD JAMB 3 HEAD JAMB mInswingshown 5 To wood frame $ To 2x sub -buck am Inswing shown Inswing shown = o o ti 13 a EXTERIOR 25' MAX. SHIM SPACE 1.151 MIN. EMB. i-1.25'MIN. EMB. TYP. 4 VERTICAL SIDE JAMB To 2x sub -buck Inswing shown INTERIOR N EXTERIOR 0.15" MIN. CdINK o.2s" MAx. SHIM SPACE 1.15' MIN. EMB. 5 VERTICAL SIDE JAMB To wood frame Inswing shown DATE: 2121112 SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS DRAWING NO.: FL— 75225.5-80 SHEET _L OF 5 Jrrrri', INTERIOR EXTERIOR a N •; INTERIOR EXTERIOR EXTERIOR INTERIOR N z H g E Z o Z 9m@WUI a ug mq oa Laapz z a 20 —J- z - v L E o Z 7 m 13 7 m 13 21 12 m cn 13 16 16 Em JP- QUVERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION 3 VERTICAL CROSS SECTION T 6 Inswing configuration 6 Outswing configuration 6 L xw Q: U U K K a O a INTERIOR 4 VERTICAL CROSS SECTION 6 Inswing configuration EXTERIOR INTERIOR z a: 5 VERTICAL CROSS SECTION Outswing configuration EXTERIOR INTERIOR VERTICAL CROSS SECTION 6 Outswing configuration DWG. BY: ,JK m CHK. BY: LFS 3 DRAWMO NO, N FL- 15225.5-80 0 SHEET _. L DF B --- N SrTLooirC INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS 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±1/2INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OFTOLERANCES). 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) 3116 INCH ITW TAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1114 INCH MINIMUM EMBEDMENT. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1) 410 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1) #8 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 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. 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 IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO. FACE SHELLOF 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. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. B. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1(OR GREATER). C.STEEL- MINIMUM YIELD STRENGTH OF33 KSI. MINIMUM WALL THICKNESS OF 33 MILS. (20 GUAGE) PLY GEM WINDOWS 471214812 SINGLE -HUNG (NON -IMPACT) GENERAL NOTES 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 101/I.S.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 IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR TH E 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 ISTHE RESPONSIBILITY OFTHE ENGINEER OR ARCHITECT OF RECORD FORTHE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FORA 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. 6. WINDOW FRAME MATERIAL: ALUMINUM 6063-T5 7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET 5 FOR GLAZING DETAILS. B. DESIGNATIONS "X"AND "O"STAND FOR THE FOLLOWING: X: OPERABLE PANEL 0: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A GENERAL & INSTALLATION NOTES 2 ELEVATIONS& ANCHOR LAYOUTS 3 4712FL VERTICAL HORIZONTAL SECTIONS 4 4712F VERTICAL & HORIZONTAL 5ECTION5 5 4812F VERTICAL & HORIZONTAL SECTIONS PRODUCT OVERALLSIZE DP RATING PSF) MISSILE IMPACT RATINGWIDTHIHEIGHT 4712FL 48" 83.93" 50 / -70 NOT RATED 4712FL 53" 72" 50/-60 NOT RATED 4712F 53" 72" 50/-60 NOT RATED 4712F 48" 83.93" 50/-60 NOT RATED 4812F 48" 84" 50 / -60 NOT RATED 4812F 48" 96" 30 / -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' ne PLYWINDOWS GEM 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540484-6348 FX: 540 84-6683 m rn y Z Sou O v H p m ZZ e Z O S dm a Cle V we N Z J lhm em nmHerw¢ ZH W H ¢ ZOR uj F LU mwa W ddM W r: Q o C3 cfl Ri mD1 mZ ;w o In __ <z DWG #: PGW029 SHEET: 1 OF 5 UNIT MAX. WIDTH 53.00" D.L.O MAX. WIDTH 49.44" B F 3 4 UNIT MAX. HEIGHT 72.00' '6 ,.X„ A E 3 4 SASH MAX. WIDTH 51.25" ELEVATION UNIT MAX. WIDTH 48.00" D.L.O MAX. WIDTH 44.31" 7 5 3 4 D.L.O. MAX. F iHEIGHT 33.25" UNIT MAX. HEIGHT 96.00" SASH MAX. HEIGHT 36.31" SEE ANCHOR SEE ANCHOR SCHEDULE SCHEDULE ANCHOR LAYOUT SEE SCHEDULE SCHEDULE SEE ANCHOR SCHEDULE SASH MAX. ,Y,IWIDTH46.25' ELEVATION D.L.O. MAX. HEIGHT 45.56" SASH MAX. HEIGHT 35.88" EDGE HEAD SILL JAMB O.C. CORNER ANCHOR TYPE INSTALLATION QTY PER SUBSTRATE EMBEDMENT DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE TYPE LOCATION IN.) IN.) IN.) IN.) IN.) IN.) 8 SELF -TAPPING FIN 1 STEEL STUD 3 THREADS N/A 12 12 9 4 3/16" ITW TAPCON FLANGE 1 CONCRETE/MASONRY 1.25 2.5 20 20 4 10 SELF -TAPPING FLANGE 1 STEEL STUD 3 THREADS N/A 20 20 4 PlyG MoWS433 N. MAIN ST., PO BOX 559. ROCKY MOUNT, VA 24151 PH: 540 84-6348 FX: 540-434-6683 F O m m H O QLo 1L fN = O = Z m T O z H a W J < Z m W > F2 Cow m aCovw W m a d W F0 T m0 u Ui y it Plc o •, rr r1+ m U1 m J oom mQ U Ul DWG#: PGW029 SHEET: 2 OF 5 3/16" ITW TAPCON INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY & 1X WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS 3 THREADS MIN. ENGAGEMENT' 2 1/2" MIN. EDGE DISTANCE #10 SELF -TAPPING SCREW INSTALLATION ANCHOR—\ 1 1/4" MIN. EMBEDMENT T PERIMETER CAULK ( 1 T SHIM SPACE J O.A. BY OTHERS WINDOW HEIGHT SEE GLAZING ' EXTERIOR DETAIL INTERIOR VERTICAL SECTION 3 HEAD -1X WOOD/CONCRETE/MASONRY 4712 FLANGE EXTERIOR INTERIOR SEE GLAZING DETAIL METAL STUD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE f® PLy GEMWINDOWS INTERIOR 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 J 07 SEE GLAZING H m DETAIL 1 0 < Z- o g p H 6 0 N Z O - - a a = - SHEATHING BY OTHERS m Hz m w EXTERIOR V v1 ZZ H¢ apOZHa vC p ¢ e EXTERIOR FINISH BY OTHERS O.A. UPERIMETERCAULKWINDOW BY OTHERS WIDTH 0 p HORIZONTAL SECTION 3 JAMB -STEEL STUD FRAME ro 4712 FLANGE V) 11/4" MIN. Z EMBEDMENT 0 1/4" MAX. CONCRETE/ MASONRY BY OTHERS H z SHIM SPACE CAULK BETWEEN F{ CONCRETE/ MASONRY & IX ' WOOD BUCK BY OTHERS w v1w INTERIOR IX WOOD BUCK BY OTHERS a. 3/16" ITW TAPCON INSTALLATION ANCHOR 1 z O.A. WINDO HEIGHT N STRUCTURAL GRADE 1/4" MAX. / 2 1/2" MIN. p #c a'.r F..••' 6' SILICONE BY OTHERS SHIM SPACE EDGE DISTANCE EXTERIOR FINISH BY OTHERS • • tir ~ ` N: 1X WOOD BUCK "' ; .:' • ''d SEE GLAZING i d BY OTHERS DETAIL 1 EXTERIOR FINISH BY OTHERS CAULKBETWEEN EXTERIOR PERIMETER CAULK o Z N En Z iu vCONCRETE/ MASONRY & iX O.A. BY OTHERS ZWOODBUCKBYOTHERWINDOWooa1nCONCRETE/ MASONRY BY OTHERS WIDTH DWG#: A VERTICAL SECTION C HORIZONTAL SECTION PGW029 3 SILL -IX W OOD/CONCRETE/MASONRY 3 JAMB -1XWOOD/CONCRETE/MASONRY 4712 FLANGE SHEET: 3 OF 5 4712FLANGE O.A. WINDOW HEIGHT j EXTERIOR SHEATHING BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 1 SEE GLAZING DETAIL 1 I EXTERIOR O.A. WINDOW HEIGHT 3 THREADS MIN. ENGAGEMENT 1/4" MAX. SHIM SPACE INTERIOR VERTICAL SECTION 4 HEAD - 1X WOOD/CONCRETE/MASONRY 4712 FIN SEE GLAZING DETAIL — PERIMETER CAULK BY OTHERS B SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD FRAMING BY OTHERS INTERIOR 1/4" MAX. SHIM SPACE EXTERIOR FINISH BY OTHERS METAL STUD FRAMING BY OTHERS SHEATHING BY OTHERS 8 SELF -TAPPING SCREW 3THREADS MIN. INSTALLATION ANCHOR ENGAGEMENT E VERTICAL SECTION 4 SILL- PRECAST CONCRETE 4712 FIN 1/4" MAX. SHIM SPACE 8 SELF -TAPPING SCREW _ INSTALLATION ANCHOR METAL STUD FRAMING BY OTHERS 1 3 THREADS MIN. ENGAGEMENT SHEATHING' .... ' ' ........ BY OTHERS EXTERIOR FINISH • •• BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW - WIDTH G HORIZONTAL SECTION 4 JAMB - STEEL STUD FRAME 4712 FIN EXTERIOR H VERTICAL SECTION l MEETING RAIL PLy GEMIFWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 INTERIOR PH: 540-484-6348 FX: 540A84-6663 m H m Q z gNHQ0 SEE GLAZING v= o Sri' " S DETAIL I Z LJ Q U d h z H H¢ a0aoo¢Z m a ¢^ wn m yam EXTERIOR wH 0 m O H z u Lu Lu gy_ a INTERIOR C6m 3 _ = u Z Q U Ul DWG #: PGW029 SHEET: 4 OF 5 1/4" MAX. SHIM SPACE 3 THREADS MIN. 001 PLy GEM SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW WINDOWS BY OTHERS INSTALLATION ANCHOR 8 SELF -TAPPING SCREW 433 N. MAIN sr., Po eox 559, EXTERIOR FINISH METAL STUD FRAMING INSTALLATION ANCHOR ROCKY MOUNT, VA 24151 BY OTHERS BY OTHERS INTERIOR PH: METAL STUD FRAMING 540A84-6348 FX: 540A84-6683 PERIMETER CAULK BY OTHERS m BY OTHERS mPJZ ¢ n C it v 4 SEE GLAZING N°N N o o 3 3 THREADS MIN. DETAIL 1 Ln O N. m a O.A. 1/4" MAX. ENGAGEMENT N a O = LL WINDOW SHIM SPACE SHEATHING-- — o ° HEIGHT 3/4" O.A. INSULATED GLA55 BY OTHERS Z m o a Z HSEEGLAZING) a DETAIL 1 EXTERIOR w Lu ¢ o a EXTERIOR INTERIOR EXTERIOR FINISH N a _ o 51LICONIE BY OTHERS PERIMETER CAULK WINDOW - H BY OTHERS WIDTH a VERTICAL SECTION 11 L HORIZONTAL SECTION a 5 HEAD - 1X WOOD/CONCRETE/MASONRY 5 JAMB - STEEL STUD FRAME m 4812 FIN 4812 FIN 1/2" MIN. GLASS 1/4" MAX. BITE \ SHIM SPACE SEE GLAZING z DETAIL O 1 GLAZING DETAIL 1 8 SELF -TAPPING SCREW OC INSTALLATION ANCHOR LL.I V) EXTERIOR INTERIOR O.A. NOTE: METAL STUD FRAMING WINDOW 1/4" MAX. GLASS THICKNESS AND TYPE BY OTHERS HEIGHT SHIM SPACE SHALL COMPLY WITH ASTM E 1300 GLASS CHART REQUIREMENTS O INTERIOR 3 THREADS MIN. Z ENGAGEMENT PERIMETER CAULK BY OTHERS METAL STUD FRAMINGSHEATHING Q ,....... EXTERIOR FINISH BY OTHERS BY OTHERSBYOTHERS ggu' F- 3 SHEATHING BY OTHERS 3 THREADS MIN. 8 SELF -TAPPING SCREW INSTALLATION ANCHOR EXTERIOR FINISH N ' ENGAGEMENT SEE GLAZING BY OTHERS DETAIL 1 PERIMETER CAULK BY OTHERS o j r Ott EXTERIOR O A o Z v z z WINDOW o m a Z WIDTH DWG#: VERTICAL SECTION K HORIZONTAL SECTION PGW0295SILL -PRECAST CONCRETE 5 JAMB FRAME SHEET: OF 54812FINgTEEFIN IN5TALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE STATED. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF+1/2INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONS] DERATION 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) k8 WOOD SCREW, IOD COMMON NAIL OR 11 GAUGE ROOFING NAIL OF SUFFICIENT LENGTH TO ACHIEVE 1112 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1) N10 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE 1112 INCH 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. 8. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED 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 0.55. 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 101/I.S.2/A440-05 2. ADEQUACY OF THE EXISTING STRUCTURAL 2X STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TOTHE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 2X BUCKS 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 PROTECTTH IS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. WINDOW FRAME MATERIAL: ALUMINUM 6063-TS 6. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET 5 FOR GLAZING DETAILS. 7. DESIGNATIONS "X"AND "O"STAND FOR THE FOLLOWING: X. OPERABLEPANEL O: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A GENERAL & INSTALLATION NOTES 2 ELEVATIONS ANCHOR LAYOUTS 3 4712FL VERTICAL & HORIZONTAL SECTIONS 4 4712F VERTICAL & HORIZONTAL SECTIONS 5 4B12F VERTICAL & HORIZONTAL 5ECTIONS PRODUCT OVERALLSIZE DP RATING PSF) MISSILE IMPACT RATINGWIDTHHEIGHT 4712FL 48" 83.93" 50/-70 NOT RATED 4712FL 53" 72" 50 / -60 NOT RATED 4712F 53" 72" 50 / -60 NOT RATED 4712F 48" 83.93" 50/-60 NOT RATED 4812F 48" 84" 50 / -60 N OT RATED 4812E 1 48" 96" 1 +30 / -30 NOT RATED Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date:2015.04.10 10:47:11-04'00' 0?0 PLY GEMWINDOWS 433 N. MAIN ST., PO ROX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX+540-484-6683 m M ut V 7k d' Y Z Vj J" h o O=LL Z m w n r D F Nro < m V Z Z Q m CC W 63 ¢ < LU wH o 3z 7 p Q V N DWG #: PGW030 SHEET: 1 OF 5 UNIT MAX. WIDTH 53.00" D.L.O MAX. WIDTH 49.44" B F 3 4 D 3 ,. 0• UNIT MAX. HEIGHT 72.0D" H44 "X•• A E 3 4 SASH MAX. WIDTH 51.25" ELEVATION UNIT MAX. WIDTH48.00"~ 1 PLy GEMD.L.O MAX. WINDOWS WIDTH 44.31" J 433 N. BOX 559, 5 KY MROCKYMOUNT, T,, VA 24151 B F 3 4 PH: 540-464-6348 FX: 540-484-6683 m H m D.L.O. MAX. 5 D D.L.O. MAX. H o o HEIGHT HEIGHT x N > UNIT 45.56' in v MAX. SASH MAX. HEIGHT Z 5 HEIGHT 35.88" ti u m w 96.00" n Z e m H H¢ m C, Z LLJ a SASH MAX. X" 4 C Go. La. w < w a HEIGHT 3 4 5 w d m w 36.31" 71 d d G SEE ANCHOR SEE ANCHOR F_ SCHEDULE SCHEDULE I SEE ANCHOR V. SCHEDULE X•• SEE ANCHOR SCHEDULE ANCHOR LAYOUT Z SASH MAX. O WIDTH 46.25" H z ELEVATION Ui H LU Ui ly- I o EDGE HEAD SILL JAMB O.C. CORNER INSTALLATION QTY PER EMBEDMENT ANCHOR TYPE SUBSTRATE DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE TYPE LOCATION IN.) IN.) IN.) IN.) IN.) IN.) 8 WOOD ANCHOR FIN 1 WOOD 1.5 0.75 12 12 9 4 lob COMMON OR 11 FIN 1 WOOD 1.5 0.75 12 12 9 4 GAUGE ROOFING NAIL 10 WOOD ANCHOR FLANGE 1 WOOD 1.5 0.75 20 20 4 u; m N m C ZO _= uz bWG #: PGW030 SHEET: 2 OF 5 10 WOOD SCREW INSTALLATION ANCHOR CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS 2X WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS I STRUCTURAL GRADE O.A. SILICONE BY OTHERS WINDOW HEIGHT — i EXTERIOR I O.A. WINDOW HEIGHT 1 3/4" MIN. EDGE DISTANCE 11/2" MIN 1 EMBEDMENT 1/4" MAX. SHIM SPACE 1 SEE GLAZING DETAIL 1 TtJTFRT(]R g VERTICAL SECTION 3 HEAD-2X WOOD BUCK 4712 FLANGE SEE GLAZING EXTERIOR DETAIL STRUCTURAL GRADE - SILICONE BY OTHERS EXTERIOR FINISH - BY OTHERS 2X WOOD BUCK BY OTHERS - CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS ailON A VERTICAL SECTION 3 SILL-2X WOOD BUCK 4712 FLANGE 1/4" MAX. SHIM SPACE INTERIOR 11/2" MIN. EMBEDMENT CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS 2X WOOD BUCK BY OTHERS 10 WOOD SCREW INSTALLATION ANCHOR 3/4" MIN. EDGE DISTANCE SEE GLAZING DETAIL 1 . . EXTERIOR FINISH EXTERIOR BY OTHERS STRUCTURAL GRADE O.A. SILICONE BY OTHERS WINDOW WIDTH C HORIZONTAL SECTION 3 JAMB-2X WOOD BUCK 4712 FLANGE 1/4" MAX. 11/2" MIN. yl SHIM SPACE EMBEDMENT 2X WOOD BUCK BY OTHERS INTERIOR #10 WOOD SCREW INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE INTERIOR SEE GLAZING DETAILS 3/4" MIN. EDGE DISTANCE SHEATHING --- BY OTHERS EXTERIOR EXTERIOR FINISH BY OTHERS STRUCTURAL GRADE O.A. SILICONE BY OTHERS WINDOW -- WIDTH p HORIZONTAL SECTION 3 JAMB - 2X WOOD FRAME 4712 FLANGE P.vjPLY GEM WINDOWS433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540A84-6663 J HN o M m Q Z# o g H O Om m Z < V = a ¢ u N G'a m Z¢m ^< V vw Z H H¢ m mC) Lu 63 u Z 0 ¢ w Of aM a LU Fa LL: F 0 m V) m J U O > G Z ZQ F- p O Q i 2= u Z DWG#: U PGW030 SHEET: 3 OF 5 CAULK BETWEEN CONCRETE/ MASONRY & 2X - WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS — 2X WOOD BUCK - BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. WINDOW HEIGHT j SEE GLAZING DETAIL EXTERIOR I O.A. WINDOW HEIGHT 1 11/2" MIN. EMBEDMENT 101) COMMON NAIL OR 11 GAUGE ROOFING NAIL INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE INTERIOR F VERTICAL SECTION 4 HEAD - 2X WOOD BUCK 4712 FIN SEE GLAZING DETAIL EXTERIOR INTERIOR 1 PERIMETER CAULK - BY OTHERS EXTERIOR FINISH - BY OTHERS 2X WOOD BUCK BY OTHERS - CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS U 1/4" MAX. SHIM SPACE nuw - 3/4" MIN. EDGE DISTANCE 3/4" MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR WOOD SCREW 1 1/2" MIN. INSTALLATION ANCHOR EMBEDMENT E VERTICAL SECTION SILL- 2X WOOD BUCK 4712 FIN 1/4" MAX. SHIM SPACE 1 1/2" MIN. EMBEDMENT SHEATHING' BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. WINDOW WIDTH G HORIZONTAL SECTION 4 JAMB-2X WOOD FRAME 4712 FIN H VERTICAL SECTION MEETING RAIL INTERIOR SEE GLAZING DETAIL EXTERIOR Aft PLY GEMWINDOWS 433 N. MAIN 5T, PO 80X 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540184-6683 Q oNfH m m Z#o "v H Q Hx Q O VI yZ. m J Z b K u = a¢u C)± 0 W GvwLd izm Z ¢ m Q yO-1W .J ¢Z m J vw m w m w C, w HQay • OF J V 3Lr' __. Z DWG #: PGW030 SHEET: 4 OF 5 CAULK BETWEEN CONCRETE/ MASONRY & 2X - WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS - 2X WOOD BUCK - BY OTHERS O.A. WINDOW HEIGHT t i O.A. WINDOW HEIGHT EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 1 1/2" MIN. EMBEDMENT 3/4" MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS lOD COMMON NAIL OR 11 GAUGE ROOFING NAIL INSTALLATION ANCHOR 1 1/2" MIN. EMBEDMENT SHEATHING BY OTHERS SEE GLAZING 3/4" O.A. INSULATED EXTERIOR FINISH DETAIL 1 GLA55 BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR SEE GLAZING DETAIL 1 EXTERIOR EXTERIOR INTERIOR I PERIMETER CAULK J DOW 1199 BY OTHERS O A SILICONE \ 1VERTICALSECTION I ll r 5 HEAD-2X WOOD BUCK I 4812 FIN 1/2" MIN. GLASS BITE — GLAZING DETAIL 1 NOTE: SEE GLAZING GLA55 THICKNESS AND TYPE SHALL COMPLY DETAIL 1 WITH ASTM E 1300 GLA55 CHART REQUIREMENTS EXTERIOR INTERIOR PERIMETER CAULK BY OTHERS EXTERIOR FINISH BY OTHERS 2X WOOD BUCK BY OTHERS CAULK BETWEEN 11/2" MIN. CONCRETE/ MASONRY & 2X EMBEDMENT WOOD BUCK BY OTHERS CONCRETE/MASONRY BY OTHERS VERTICAL SECTION 5 SILL - 2X WOOD BUCK 4812 FIN 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE B WOOD SCREW INSTALLATION ANCHOR P PLy GEMWINDOWS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 HdZ ¢ m m Z a W H O n 0 S Z dm J ° N 0 = 1 L Z b p G V ` N c G m zZ tt NZ p 23H ¢ a o o¢Z w r co o M F p L WINDOW — WIDTH HORIZONTAL SECTION am 7- 5 JAMB-2X WOOD FRAME 04812FIN 3/4" MIN. CAULK BETWEEN f--i 0 INTERIOR EDGE DISTANCE 1/4" MAX. CONCRETE/ MASONRY & 2X H H SHIM SPACE WOOD BUCK BY OTHERS By CONCRETE/MASONRY Lu w OTHERS p 1111 2X WOOD BUCK BY OTHERS SCREW INSTALLATION ALLATIONANCHOR SEE GLAZING DETAIL 1 1/2" MIN. EMBEDMENT EXTERIOR FINISH EXTERIOR I BY OTHERS PERIMETER CAULK O. A. BY OTHERS WINDOW WIDTH K HORIZONTAL SECTION 5 JAMB - 2X WOOD BUCK 4812 FIN dJlti'• F' Ro z v1 o DWG #: PGW030 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 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. . 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF±1/2INCH 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. 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 N10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/2 INCH MINIMUM EMBEDMENT. 6. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH ITW 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 15 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. B. 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. AAMA/N W W DA 101/1.S.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 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 ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. DOOR FRAME MATERIAL: ALUMINUM 6063-T6. 7. GLASS THICKNESS& TYPE SHALLCOMPLYWITH 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 O: FIXED PANEL 9. APPROVED CONFIGURATIONS: 2T- XO, OX, XX, OXO, XXO, OXX, XOX, Oxxx, XXXO, OXXO, xxxx 3T- XXX, XXO, OXX, OXXX, XXXO, XXXXXX, OXXXXO a wiffel Buy 1-11Wro-Ew BUILDER SERIES 4780 PATIO DOOR TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A INSTALLATION A GENERAL NOTES 2 ELEVATIONS 3 ELEVATIONS 4 ANCHOR LAYOUTS 5 ANCHOR LAYOUTS 6 VERTICAL SECTIONS 7 VERTICAL SECTIONS 8 HORIZONTAL SECTIONS d. GLAZING DETAIL 9 HORIZONTAL SECTIONS 10 HORIZONTAL SECTIONS DESIGN PRESSURE RATING MAX. PANEL SIZE DESIGN PRESSURE MISSILE IMPACT RATING 48.50" X 95.00" 30.0 PSF NON -IMPACT PLy GEMWINDOWS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-66B3 VV) Z Mn Zoo & H C n z d ro J m N Ci U 2 0 w ki WW ZO m w tiZQmv a 5 a G aoQZm ex ut LU mwa f- tt a rn d a M dm L] a v/ Z O H'^^ z vl H H J CC w N W 7 Li 10 w u LL y C3 W "• m m J N z = v V) 00 3 U v a Digitally signed by Hermes F Norero, P.E. Dwr,#: Reason: I am approving this document PGW064 Date: 2015.01.02 13:01:07-05'00' SHEET: I OF 10 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 95.00" MAX. PANEL HEIGHT 96.00" MAX. E DOOR 91.25' HEIGHT MAX. D.L.O. HEIGHT NOTE SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT: 94.50" MAX. SCREEN PANEL WIDTH: 49.0W MAX. DOOR WIDTH 6 C b 6 yo ro EXTERIOR VIEW - 2 TRACK 96.00 DC HE] 96.00 Di HE. 147.000" MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 6 6 95.00" 10 MAX. PANEL P M HEIGHT f0 9 MAX. G L OR 91.25" e 9 GHT MAX. D.L.O. HEIGHT yol yo ro 142.56" MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH E F 7 7 0/ O p 95.00" 10 10 MAX. P P PANEL 10 Io HEIGHT MAX. 1 L L OR 91.25" 9 99 HT MAX. D.L.O. HEIGHT ELEVATION EXTERIOR VIEW -3 TRACK ELEVATION e EXTERIOR VIEW - 2 TRACK ry 1 PLy GEMWINDOWS 433 N. MAIN ST., PO 8OX 559, ROCKY MOUNT, VA 24151 PH: 540-464-6348 FX: 540 84-6683 M V i a v z F-1 fx = 8 w > V) LUm m H H mw w ¢Z w am R m UJ a M wrQ y Fb ON v m mz erno _ Zl'o 2 V1NJ1 DWG #: PGW064 SHEET: 2 OF10 96.0( DI HE'. NOTE SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT: 94.50" MAX. SCREEN PANEL WIDTH: 49.00" 192.00 MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH E F 45.25" MAX. D.L.O. WIDTH >B C 6 6 y/ i„ 95.00" tMAX. J P P PANEL HEIGHT 9 10 Io MAX. G L L 0R 91.25" 8 9 9 GHT MAX. D.L.O. HEIGHT 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 95.00" MAX. PANEL HEIGHT 96.00" MAX. DOOR 91. HEIGHT M D. HE J 25" 9 AX. L.O. IGHT ELEVATION b EXTERIOR VIEW - 2 AND 3 TRACK EXTERIOR VIEW - 3 TRACK 0 PLy GEMWINDOWS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT. VA 24151 PH: 540A84-6346 FX: 540-484-6683 m In W - o SO H O K r > M H w H R w 7 m ¢ v) W m H H m o p ¢ C, H W ¢ Z m III--- CO w a mma 0 Z C) H z H H i W`lLuwa w o m m J Z V) uZ003uU) a DWG #: PGW064 SHEET: 3 OF' 0 6,00" MAX. FROM CORNERS, TYP --- [—[ 20.75" MAX. O.C. TYP 6.00" MAX. FROM CORNERS,TYP 20.75' MA. INSTALLATION ANCHOR, TYP 6.00" MAX. FROM CORNERS, TYP -- i------ 20.75" MAX. O.C. TYP 6.00" MAX. FROM CORNERS, TYP — -[ 19.25" MAX. O.C. TYP 6.00" MAX. FROM CORNERS, TYP 20.75" MAX. O.C. TYP I INSTALLATION ANCHOR, TYP -/ y/l 01 --ii 6.00"MAX. FROM CORNERS, TYP --- I----20.75' MAX. O.C. TYP 2 TRACK 2 TRACK 6.00" MAX. FROM CORNERS, TYP 18.63" MAX. O.C. TYP 6.00" MAX. FROM CORNERS, TYP 20.75" MAX. O.C. TYP I INSTALLATION ANCHOR, TYP J_ 6" MAX. FROM CORNERS, TYP - +- 20.75" MAX. O.C. TYP 3 TRACK F PLY GEMWINDOWS 433 N. MAIN 5T.. PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-4B4-6683 ov m m J#a m 0Z. . pN m J OT LL W HCY tt U V tY N 1K 2 m Z Q m w a H H m0ZHo H w pjm m w m o. H V) 0 H z V v am m 1i o Z J` Z = v Z003uw I a DWG #: PGW064 SHEET: 4 OF10 6.00" MAX. FROM CORNERS, TYP 18.13" MAX. O.C. TYP 6.00" MAX. FROM 7CORNERS, TYP 20.75" MAX. O.C. TYP INSTALLATION ANCHOR, TYP JJ/ yo 6.00" MAX. FROM CORNERS, TYP -I I-20.75" MAX. O.C. TYP ANCHOR LAYOUT 2 AND 3 TRACK 6.00" MAX. FROM CORNERS, TYP 6.00" MAX. FROM F[ 17.10"MAX.O.C.TYP CORNERS,TYP 20.75" MAX. O.C. TYP INSTALLATION ANCHOR, TYP —/ 6.00" MAX. FROM CORNERS, TYP -- 4------— 20.75" MAX. O.C. TYP ANCHOR LAYOUT 3 TRACK m PLy G EMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA Z4151 PH: 540-484- 348 FX: 540-1B4-6683 lbn#v m e m 0 VHa = X W U wCEWV) OV l9 m w m C, Z Q m < ZLupp ¢ H C0 a m I 0 yea w" m C J UoZY= u Z2oovV) 1 >- - 1` Z DWG #: PGW064 SHEET: 5 OF10 13/4" MIN. SEPARATION 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS IX WOOD BUCK BY OTHERS 3/4" MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/MASONRY & 1X WOOD BUCK BY OTHERS 11/4" MIN. EXTERIOR FINISH a EMBEDMENT BY OTHERS f -1 1/4" MAX. SHIM J PERIMETER CAULK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR INTERIOR g VERTICAL SECTION 6 CONCRETE/MASONRY- HEAD O A 2TRACK UNIT HEIGHT EXTERIOR INTERIOR 3/4" MIN. EDGE DISTANCE 2X WOOD FRAME BY OTHERS SHEATHING BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. #10 WOOD SCREW UNIT INSTALLATION ANCHOR HEIGHT EXTERIOR INTERIOR C VERTICAL SECTION 6 2XWOOD FRAME -HEAD 2 TRACK 1 3/4" MIN. SEPARATION 11/ 2" MIN. l EMBEDMENT 1/ 4"1/4" MAX. SHIM j PLy GEMWS WINDO433 N. MAIN ST.. PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 o m M m o z o Hooz ovi nm 1n O = w w a V 2 1w e iD ¢ Q Omw n H n mH¢ m v LU ICC- aZH a a > w H C Z m w m da m x r, w 0 PERIMETER CAULK BYOTHERSfWO Q SET SILL IN BED OF CAULK OR WET CEMENT 1 1/4" MIN. EMBEDMENT y :•• J <m 3/ 16" ITW TAPCON TIO ANCHOR ISTALLANNN. CONCRETE/ MASONRY 13/4 MIN. R PEDGE DISTANCE SEPARATION BY OTHERS o m m z u N q VERTICAL SECTION o, 3 V,__ Q z CO U 6 CONCRETE/MASONRY - SILL DWG o 2 TRACK PGW064 SHEET: 6 OF10 1 3/4" MIN. SEPARATION 3/4" MIN. EDGE DISTANCE 2 1/2" MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY & 1X BY OTHERS WOOD BUCK BY OTHERS IX WOOD BUCK BY OTHERS p A d. 1 1/4" MIN. EXTERIOR FINISH A EMBEDMENT BY OTHERS 1/4" MAX. SHIM PERIMETER CAULK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR INTERIOR S VERTICAL SECTION O.A. CONCRETE/MASONRY - HEAD UNIT 3 TRACK HEIGHT EXTERIOR INTERIOR PERIMETER CAULK BY OTHERS SET SILL IN BED OF CAULK 1 1/4" MIN. OR WET CEMENT EMBEDMENT 3/16" ITW TAPCON p INSTALLATION ANCHOR 2 1/2" MIN. 51 3/4" MIN. CONCRETE/ MASONRY EDGE DISTANCE SEPARATION BY OTHERS p VERTICAL SECTION 7 CONCRETE/MASONRY - SILL 3 TRACK 3/4" MIN. EDGE DISTANCE 2X WOOD FRAME BY OTHERS SHEATHING BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 1 3/4" MIN. SEPARATION 11/2" MIN. r-EMBEDMENT 1/4" MAX. SHIM 10 WOOD SCREW I II II 11 II I II INSTALLATION ANCHOR O A EXTERIOR INTERIOR UNIT HEIGHT VERTICAL SECTION 7 2X WOOD FRAME- HEAD 3TRACK e PLy GEMWINDOWS 433 N. MAIN ST., PO BOX 559. ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 Vikv 4 vl oHnO S Z w W CL V w G m l9 m W mma Lu o H H ¢ ao p j d H <Z ^ m w a m yama wH 0 W m CO J V ZV) Y= ZI'm 0 3 v V) DWG #: PGW064 SHEET: 7 QF10 CAULK BETWEEN 1X WOOD BUCK & CONCRETE/ MASONRY BY OTHERS 3/4" MIN. EDGE DISTANCE > aim" 1 3/4" MIN. SEPARATION 2 1/2" MIN. EDGE DISTANCE 1X WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM INTERIOR 3/16" ITW TAPCONIINSTALLATIONANCHOR fSEE GLAZING DETAIL A I EXTERIOR PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 8 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 PLYWIN 0W 433 N. MAIN 5T., PO 30X 559. ROCKY MOUNT, VA 24151 PH: 540 484 6348 FX: 540-484-6683 m INSTALLATION ANCHOR m M Ln Z#oO7, H'o0 1 3/4" MIN. SEPARATION Q O = e: Q 2 LU V LL Wz, T l mw n3/4" MIN. EDGE c m H ti m aDISTANCEwO'a o n z HH ¢ Z m d m w o a EXTERIOR m a m x SHEATHING BY OTHERS PERIMETER CAULK w BY OTHERSERIOR FINISH TlBYOTHERS10 O.A. UNIT WIDTH --I Z O HORIZONTAL SECTION H z0 2X WOOD FRAME - JAMB H 2 TRACK ly U w l INTERIOR 5/8" O.A. INSULATED GLASS CONSISTING OF: 5/32" TEMPERED GLASS, . CCU,.• ti/ AIR SPACE, 5/32" TEMPERED GLASS, ; ~ 6 0.75" GLASS BITE _ _ i'y•• * p 0; `` EXTERIOR m m ILZU, M U Z GLAZING DETAIL A NOTE: o GLA55 THICKNESS AND TYPE DWG #: SHALL COMPLY WITH ASTM E 1300 PG WO 64GLASSCHARTREQUIREMENTS. SHEET: 8 OF10 1 1/4" MIN. EMBEDMENT CAULK BETWEEN 1X WOOD - SUCK 6 CONCRETE/ MASONRY BY OTHERS 1 3/4" MIN. EDGE DISTANCE 1 3/4" MIN. SEPARATION TYP, ,.,,..` 2 1/2" MIIN EDGE DISTANCE 1/4" MAX. SHIM INTERIOR 3/16" ITW TAPCON INSTALLATION ANCHOR IX WOOD BUCK EXTERIOR BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION L3 CONCRETE/MASONRY -JAMB 3 TRACK INTERIOR a EXTERIOR L HORIZONTAL SECTION 9 INTERLOCK d/0,1 PLY GEMWINDOWS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT. VA 24151 1/4" MAX. SHIM 11/2" MIN. EMBEDMENT PH: 540-484-6348 Fx: 540-484.6663 mM m INTERIOR LV) Uiko Ty 2X WOOD FRAME. COo BY OTHERS d m 1w w ^ a v = LL 10 WOOD SCREW m w m INSTALLATION ANCHOR p m N c Q P00 n pa: H¢ Z nWCC 1 3/4" MIN. w CZ On W p a SEPARATION TYP. m w m yam it Lli 3/4" MI . EDGE DISTANCE L 17 m EXTERIOR SHEATHING BY OTHERS In PERIMETER CAULK BY OTHERS EXTERIOR FINISH BY OTHERS O H z O.A. UNIT WIDTH V) O H H K HORIZONTAL SECTION w w C 2X WOOD FRAME -JAMB In 3 TRACK INTERIOR EXTERIOR Tm m J U) zv i..2 HORIZONTAL SECTION DWG #: g BUTT STILE P G W 0 b 4 SHEET: 9 OF10 Ig l __- EXTERIOR HORIZONTAL SECTION BUTT STILE W/ SCREEN ADAPTER INTERIOR EXTERIOR p HORIZONTAL SECTION INTERLOCK W/ SCREEN INTERLOCK 00 PLy GEMWINDOWS INTERIOR 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-184-6348 FX: 540-184-6603 m m V) f m p H Q H YU2 LL otlU Z Q V l4 m ONN T 1J n7. Q 0 ¢ m EXTERIOR a o k a< Pw m p HORIZONTAL SECTION w m SCREEN BUTT STILE Fw- T m J U Z 'c= uZ o a = Nv DWG #: PGW064 SHEET: 10 OF 10 NOTES, 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #Bx1" 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 73 CA FLAG ANCLE- OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR MIND -BORNE DEBRIS REGIONS. 16 GA MIN HORIZ- TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16x1-5/8"- 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8" BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /8x7" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL 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 MIND -BORNE 5/16x1-5/8" LAG - DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO 1/4-20x9/16" TRACK - ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERA70R BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB 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-AR POLYCARBONATE 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-BORNE DEBRIS REGIONS. SEE DETAJL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENED' ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACKETSSHEET2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELDULE FOROFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPEDRILUNGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SUDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE 5). SLIDELOONOTEIJF 5. KEY LOCK, SUDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) 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 RESPONS1131UTY 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 WITH A MINIMUM OF (6) i118x1" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR MIND -BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMOED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION A GA END CAP SHEEET " 18 GA OPERATOR STILE FACT ADHERED TO CENTER OF TOP REVISIONS P4 CHANGES TO GENERAL DOOR FORMAT AND CHANGEDDEU-6AR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/6/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. PRS 5/10/06 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT 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". CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/08 3 P8 ADDED IMPACT 2 RESISTANT GLAZING. ADDED TEXASLICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH l TRACK NOTE. GRT 7/22/06 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDEO LONG PANEL GLAZING OPTION GRT 3/15/11 JAMB BRACKET SCHEDULE DOOR HEIGHTN0. OF SECTIONSNO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE LOCATION OCFNILRUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK ( ALL DIMENSIONS t 2") 7'-0' 4 6 QI JS), 13 (QI), 25-1 2 JB), 34 (JB), 45-1 4" QI), 63" (JB) 7'-0' 4 6 FAT JB), 10" (JB), 21-3/4' (JB), 29-3/4" (JB), C2" (JB), 63-1/4' (JB) 8'-0" 5 8 QI JB), 13' (GI), 23" JB , 34' JB), 47-1 4" (QI), 58" (JB), 67" (01). 75"((JB) B'-0" 5 8 FAT JB , 10' (JB). 21-3 4" (JB), 29-3 4" (JB), 48' (JB), 57-1 4" JB), 66" (JB), 75-1 2" (JB) 8'-O" IGH LIFT/ROOF PITCH SEE NOTE BELOW NOTE: J9) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. QI) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. 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 DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- O" ALL 207.2/-230.4 ALL 181.. 3/-201.6 12'-0" ALL 155.4/-172.8 10--0' ALL 1 +129.5/-144.0 a ne" ISM Ill pa3395ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474- 9890 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. I SIZE: A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH: 16'-0" 1 1 DATE NAME TEST (PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 1 MIRE MODELS 5120/ 6100/9100 SHEET 1 OF. 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE13GA ADJUSTABLEL41C FIXTURE ATTACHED WITH THE (B) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLHOLES EACH END FACING UPWARDINBOTTOMOFU- AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5 EACH END WITH (2) 1/4-14x7 8' CRIMPTITE SCREWS SELF DRIWNG CRIMPTITE SCR WSFORSTANDARDTRACKAND (3) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN). DETAIL A LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE AT THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) 1 CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NFL DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD 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 SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH WITH (6) 1/4-2Ox5/8" CRIMPTITE SCREWS (2 OF WITH (1/4-20x5/8" WHICH ARE FACTORY CRIMPTITE SCREWS THRU PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND i OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE - WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) DETAIL C 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-14x5/8' / O PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM -• BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-1+0/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8" DRIWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. USED ONLY ON IMPACT - GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED PATH (4) 1/4-14x7/8" SELF DRILLING ; CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) ' 11 ram 1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE: J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 8x3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2" O.C. MAX NON-STRUCTURAL DECORATIVE OUTER WINDOW TRIM 1/4" POLYCARBONATE 1/8" BEAD GE / ULTRAGL / ACSG4000AC ISS04000STRUCTURAL SEALANT OR I ATTACH BOTTOM BRACKET _ TO BOTTOM U-BAR WITH (2) D 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS I\ IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3", 18 GA, BO KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN- 4.) SECTION DOORS WITH (5) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ___ U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-145/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM,SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-145/8' 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 BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. EQUIVALENT 3. 18 GA U-BARS SHALL BE STAMPED "48" APPROXIMATELY 8" FROM EACH END. FACER STEEL-'- STATIC PRESSURE RATINGS APPROVED SIZES SC DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" ayne® TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DR IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CH JOHN E. SCATES. PE St 21 Fa6oATE DR. CARROLLTON, Tx 75007 FL PE 51737 Tx PE 55308/f2Z03 NON-STRUCTURAL DECORATIVE INNER _ _ / WINDOW TRIM — - A MODELS 5120/6100/9100 DIVISION OF OVERHEAD DOOR CORP 3395 ADDISONDRIVE PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR DETAIL E PENSACOLA,FLORIDA32514 WINDLOAD SPECIFICATION OPTION CODE 0230 VERIFICATION OF NINDLOAO CONSTRUCIION DETAILS. 850 474-9890 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE B TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. - GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 N.T.S. (SIZE: A DATE NAME 1 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART..NO. REV. 318960 P10 PLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12n MAX 12" MAX I 12" u MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56300/FZZ03 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. E CLIP DETAIL LIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/15 SEMI TUBULAR RIVITS — 11 GA MIN CLIP SEE SCHEDULE— R SW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 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 GA 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 DOOR MAX PSF WIDTH 9'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF Wagner j Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850)A474FLORIDA32514 REVISIONS P2 2 INCH TRACK —CLIPS —TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO THEN HD ANCHORS CRT 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 do CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 PS UPDATED STEEL MOUNTING DETAIL MRB 04/11/08- P9 EXPANDED 1-1/2" TO 1-3/B" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 UPDATED TITLE BLOCK GRT 6/2/10 DRAWN SHEET 1 OF 2 DRAWING PART NO. [ R EV307494 2 3/4" f1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 6 NO 2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN. 1 /8 2-24 1/8 V 2-24 SPF (Gx 0.42) OR _ _ _ TRACK CLIP BETTER AT EACH 1/4-20x9/15" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a e 4 e , a e A CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56300/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 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 HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE 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'-0" 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 6024 8100 8124 8500 2" THICK D OR CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 5, 6, 7, 7, 9, 9, 9 14 10'-0" 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 HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 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'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1" THICK HEIGHT CLIP S FROM BOTTOM TO TOP SPATE # 7'-0" 4, 4, 4, 4, 4, 4 6 W-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. CUP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CUP (REPLACED WITH #9 ACROSS THE BOARD). DLP ID/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 ADDED MODEL 6700. UPDATED TITLE BLOCK CRT 6/2/10 agn DATE NAME nalt®® DRAWN 1 8/21/07 GIRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PENSAC32514 9890 DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART 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-161 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 JAMB LB/ 11TE3 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 1 9 7 6 780 9 7 6 800 9 7 6 O`eNaE rF i No. 51737 O STATE OF 41ZZ LO SSIONh%-1110 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 16ft/2 = 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 John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308IF2203 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)NII s 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 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 Na n/a n/a 580 Na 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 I n/a 780 n/a n/a n/a 800 n/a n/a n/a og, c..ip 51737 r 0 S TE OF /'1Rt Ile 1161111ssONA;` nisi 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 = 2401b/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/F2203 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)11EI 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 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 i No. M737 0 STATE i a • \ OA; ;cI051Q jss ONA; \` toll 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 BYTAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 1 Eft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/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, P.E. 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 56308/1`2203 Revision P16 SCHEDULE4 3/8" 0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMUNOTEI 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 N/A No. 51737 0 STATE OF oo! jopQ••.!LOR1 V,Q? ssONA `\\X lII11,` 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" 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 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. Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULES 3/8" O HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB(LB/FT) NOTE 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETEN°TE 2000 PSI GROUT FILLED CMUIIE2 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 owA1 11„////// p?CEN•.ctS /I No. 517371 ' 1 0 STATE OF '4 01 Z/ 10NA` 0\ 11111\ 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 C476. 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 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. 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 Pi 6 Wagner alt®n 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No.0737 i• STATE OF X` 1j// ONFSS A; 0\ t111 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F22D3 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD_ CONSTRUCTION DETAILS 5" MAX. T FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEM ENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX. MINIMUM 2x6 #3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 2-3/4" 2) 3/8" SIMPSON TITEN HD 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". DFTAII 1 MINIMUM 2500 P51 CONCRETE NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2x6 #3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4° 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". D TAE_II 7 MINIMUM 2000 PSI GROUT FILLED CMU NOTE;_ MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. REVISIONS MINIMUM 2x6 #3 rrL HEADER LOCK SOUTHERN PINE ! BRACKET 1-1/2. -J L- 1/2„ J 4) 3/8' DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAC SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32" INTO THE MAIN SUPPORT MEMBER. DETAIL 3 WOOD SUPPORT STRUCTURE NOTE;_ MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS. DRAWN 5 24 SHEET 1 OF 2 Irwrrvml NAME JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV. 324620 P16 REVISIONS aign@:® M®!1 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 RECORD--) FOR THE STRUCTURE , 3/13' SIMPSON TITEN HD, 2-3/4- MIN EMBED. MIN 5' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NU TRACK r No. 51737 0 STATE OF ; W tV •. SSlONAL\\N II , Digitally signed by John E. Scates, P.E. Date: 2015,02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIRGATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 55300/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINOLOAD CONSTRUCTION DETAILS. 2 3/4' EDGE I MIN 2 x 4 SPF (G-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 HOLD BACK INTERIO SHEATHING 5/15- LAG SCREW WITH 1-9/32' EMBED IN CENTER STUD (f 1/4') FOR EACH JAMB BRACKET LOCATION - JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK SHEET 2 OF 2 I I DATE I NAME I JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV. 324620 P16 ppmoq Sf rrr r r r r r 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 EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and, the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhincRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 M. r.ra-s Aa F The facsimile appearing as azedn a ectr nically'signedP.E. on 04/27/2015. Thisdoesnot serve document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. 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 Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. qTRINITYIERD 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 1S07.2.3, 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 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Eqitt 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 II felt or D4869 Type II 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 IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in 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 Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 F1.15216-112 Revision 2: 04/27/2015 Page 2 of 3 V TRINITY1 ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Layer; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 5 Hi rlG LDS EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-R11 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 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 (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The fa aim He seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016. This does not serve as an electronically signed document Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. B. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYIERD ROOFING SYSTEMS EVALUATION: 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 5th Edition (2014) Florida Building Code and 5"' 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 Property 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 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 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 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL(TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9 62 8) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (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 UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC ( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC ( QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 l TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia", Belmont'", Carriage House Shangle°, Grand Manor Shangle°, Landmark", Landmark'"" IR, Landmark" Pro, Landmark'"' Premium, Landmark'"" TL, Landmark'" Solaris and Landmark'' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'"', Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'' and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with 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, Shangle Ridge'"", Shadow Ridge", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory 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: 5.1 This is a building code evaluation. Neither Trinity[ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va,d = 150 mph (V,it = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vasd = 150 mph (V,,It = 194 mph). 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 to each 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 Solaris") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasd = 150 mph (V it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed 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. Rule 61G20-3. Exterior Research and Design, L-C. Evaluation Report 3S32.09.05-1131 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT20'-, XT"` 25, XTT' 30, XTT" 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" f+—(305 mm} (305 mm) (305 mm) 1"(25mm) — Se mm)- 1"(25mm) ( 5 $/B" (145 min) 1 5 i/2"p fmoodd T METRIC +._ 13118" 1311B" 131/9" 1"(25mm) Sealantlant L'I"min}-i Figure 113' Usefournailsforecveyfidl shingle. STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASTt11 D4586 Type H is suggested. I C Roofing Cement Apply 1 " (25 mm) spots of asphalt roofing cement under each tab corner. Figure 11-4.•Usefournailsandsixspotsofasphaif Wnentonsteepslopes CAMON: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT201'" XTT"" 25 XTT"" 30, XTT" 30 IR: Cut Shingles 25 l -2" (50 mm) —Remove^ r t+ t I 141 it tl llJIf12" Cap Cap Cap 305 mm) Shingle Shingle Shingle 1 Figure 11-24. Cut tabs, then trim back to make tap shingles English dimensions shown). la m S Noot+oo Figure 11-251nstallation of caps along the hips and ridges. 6.4.1.1 ForASTM D3161, Class F performance use BASF "Sonolastic® NPJT""" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certfficate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 NTINrry ERD 6.5 ARCADIAT"": LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for every full shingle located as shown below:. Use Six nails and FOUR spots of asphalt roofing cement for every full shingle as shown below. Apply asphalt roofing cement 1"(25 mm) from edge of shingle. Asphalt roofing cement meeting ASTM D 4586 Type 11 is suggested. 1' (25 mm) 1' (25 mm) -- Nail Line Nail Nail Line -- P (25 mm) t' (25 mm) Figure 2: Use sim nails for every full shingle. L " LL Figure 3: Use six nails and four spots ofaspbalt roofing cement on steep slopes. 6.5.1 Hip & Ridge for Arcadia TM Cedar Crest", Cedar Crest— IR 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® NPiT"" adhesive or Henkel "PL® 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. 12' A MM) — 1* 0) Hand -sealing adhesive 4" 114"ILI 314" — le— t" Dab of asphalt cement between 1„ shingle layers Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 5 of 12 6.6 1 BELMONTTM: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below- 1112'(38mm) { cries, V z mm)--'I Lj R,Zff o Additional nails it required 1 TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement' for every full Belmont shingle- Apply asphalt roofing cement 1" (25mm) from edge of shingle_ See below_ Asphalt roofing cement meeting ASTNI D4586 Type II is suggested_ 11 -- .."M 1 f I 6.6.1 Hip & Ridge for Belmont'"': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest—, Cedar Crest— IR hip and ridge shingles. 6.6.1.2 Option 2: Shanglem Ridge 12' Remove This Tape Figure 17-18: Sbangle® Ridge. 18 Exposure Remove tape from the right side and fasten1i $• SECOND Fasten the left side 65/8- RIGHT FIRST J LEFT Figure 17-19. Installation of ShangkO Ridge shingles on bips 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. I 8 5hl' 22DI mmj 1 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1131 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE°: 10W AND crap unpc STANDARD SLOPE Use five nails for every full Sbangle. 25 mm) (25 mm) 5/8.. 8518" 16 mm) (1mm) Figure 17-4:• U.se fit-v nails for ezvq full Grand Ifanor Shaugle, Carriage house Shangle, or Centennial Stale. TRINITi' I ERD 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 Slate. Apply asphalt roofing cement 1" (25 mm) from edge of shingle Figure 17 5). Asphalt roofing cement meeting ASTbi D4586 Type II is suggested. w t6mm) 4 I/ (llamm) 25 mm)' Roofing Cammt Figure 175: When installing Grand Afanor Sbangles on sleep slopes. use seven nails and three spots ofasphall roofing ceuleal. Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK"", LANDMARK TM IR, LANDMARK TM PRO, LANDMARK TM PREMIUM, LANDMARKTm TL, LANDMARK"" SOLARIS, LANDMARK"m SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14314" 12" i--(305 mm) —(375 mm)-y+-(305 mm) -i 1 -1" (25 min) ' Relea a Tape 1" (25 mm)I 11/2„ Nailable-F . Area LANDMARK TL NorthGate: 131X 13" 13112" 1 -(343 mm)- —(330 mm)---(343 mm)-i 1"(25 mm) 1" (25 mm) I Figure 13-4r Usefour nail. for erep full sbingle. WOE PAILINc 12" 1434' it AREA 1- (305 mm) (375 min) — - (305 mm) Naiirg Limits f —. Upper nal [no p (25 mm) a1 (25 min} Lower nail Fee Ac} Naing areas for low and standard slopes (from 2,12 In 21:12) Nal berm" upper d low iris as shown above. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for every fall laminated shingle. See belon'. Asphalt roofing cement shotdd meet ASTM D45861)'pe 11. Apply 1" spots of asphalt roofing cement unde each corner and a t about 12" to 13" in from each edge. METRI( DIMENSIONS 12"— 305 mm) 1+1"(25 mm) Nail Area For Steep i "-I Ir- 25 mm) ---- 143/4" 12 375 mm) (305 mm) LEW 1'(25MITI) lease Tape ing Cement 1" 25 mm; TRINITY I ERD LANDMARK TL r13112" 13" 131/2', 343 mm) (330 mm) (343 mm) 1+ "(25 mm) 1 "(25 mm)-l I - l 25mm) NorthGate: Rooling Cement Figure 13 5: Use six nails and four spots of asphalt roofing cementon steep slopes. STEEP 12" 14-314" 12" SLOPE 1-,-(305 mm)- — (375 mm)-- NAILINGNailin mits AREA -,-1'( 2b mm)hetweeh rerc. 1"(25 mm) itnayinP1" 25 mm) Nailing areas for Steep slopes (greater than 21:12) and " Storm -Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for LandmarkTM, Landmark'"' IR Landmark'"' Pro Landmark'' Premium, Landmark'" TL, Landmark' Solaris LandmarkT Solaris IR, NorthG_ate: 6. 8.1.1 Option 1: Shadow Ridge'"" or NothGate Accessory 12' 97X 305mm) ( 250mm) 4115/ 16' 415/16 6° 6" (125mm) (125mm) 150mm) ( 150mm) t h for NotchNotch for Centering Centering12° 13114" / 305mm) ( 337mm) NotchesforAlignmentto 5 NotchesforAlignmentto7518the Top Edge of the Previous 7 the Top Edge of the Previous (196mm) Cap for 5'(125mm)Exposure (18 m) CaPfor559'(141mm)FxposL L -d ure English Dimension Metric Dimension Shadow RidgeTM' Shadow Ridge - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rii Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 9 27132' no Elm) 415r16' {125 On) eenteti-i rl h 13114' } 33T mm) Align these 1 natchmtotop 7518' edge of (194 mm) pertlous course L NorthGate Ridge 5'rVos ) JTRINITYI ERD 13 1/8" 1, 4—{333 mm)-- 5/8 -4--6 5/8, 168 mm) 168 mm Centering 131/4" Notch 337 mm) \ Align these I notches to to 7 5/8" P (19mm) edge of I previous course. NorthGate Accessory 305aln') Laying Notch I I ll I Figure 13-20: Use tayingnotches to center sbinghn on bips and ridges, and to locate the correct arposure. For ASTM D3161, Class F performance use BASF "Sonolastica NP11 "" adhesive Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. or Henkel "PL° 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest"', Cedar Crest" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 1 of RINITY I ERD 6.9 PRESIDENTIAL SHAKET", PRESIDENTIAL SHAKET" IR, PRESIDENTIAL SHAKE TLT", PRESIDENTIAL SOLARIST": LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nat it — 40'-----i Guide Lines (1016 mm) 5114' 133mm)IN, 141/4" 11/2' 38 mm) 362 mm) NOTE: Apply nails on painted guideline. Figure 16-6.• FruteningFiestdenhal cord Presidential TL Shake shingles on loin and standard slopes. STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply 1" diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide lines, apply 4 nails I" above tab cutouts malting certain tabs of overlying shingle cover nails. V diameter asphalt roofing cement Figure 16-7.• Fastening Presidential cord Presidenttd T/L Shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake"' Presidential Shake'"' IR Presidential Shake TU', Presidential SolarisT": 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 must 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/s" x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest', Cedar Crest" IR hip and ridge shingles. 6.10 I HATTERASTM: LOW, STANDARD AND STEEP SLOPE: Figure 153. Fasfening 11allems Sbingles at Lott, and Slandard Slopes for low and sta lard slopes, use five nails for each fun nattems shingle as shown above. 25 mm) 25 mm): 9 318" 40 mm) Figure 15-1.• Fastening unt .Vbhgles on ArpMopes For steep slopes, use five nails and eight spots of asphalt roofing cement for each fun natteras shingle as shown above. Apply 1' 25mm) diameter spots of roofing cement (ASTM D 458611pe 11 suggested) under each tab comer. Press shingle Into place; do not expose cement. cAuTiom Too much roofing cement can cause shingles to buster. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R31 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 10 of 12 C , " L- -? 1 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras''": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 three-piece units separate to make 54 Hatteras Acrossory shin&& 6.10.1.2 Option 2: Cut Hatteras Shingles 91. 230 min} I I I I I r has\er I I 8'18" (460 1— — — I — — 460 min? ( 203 min) w Cap Cap Cap Cap Shingle Shingle Shingle Shingle Figure 15-2o. Cut Hatteras shingles to make cover cap. Figure 15-21: Instal ki; of caps along hips and neoes 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NPI—" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE TM, HIGHLAND SLATETm IR: LOW AND STANDARD SLOPE: STEEP SLOPE: Use FAT nails and EIGHT spots of aspbalt roofing.cemenr for each full Highland State shingle. For Affami-Dade, SIX nails are required. Apply 1' diameter spots of asphalt roofing cement under each tab comet Asphalt roofing cement meeting AMI D4586 Type II is suggested. Miam Dadesequ'ves SIX na3s (M'o nails 1' (25 min) installed ow tuft WWI as sfwxn} M ff Dade sgwecSIXmi, (XII Mh i.ftoado cww ofadm""o Figure 11-3. Use Fif'Bnaikfor every Ifigbland Slate Atngle. Figure 113A Use HPE nails and eight spots ofaspbalt roofing ceumnt under each tab corner. CAUTION: Excessive use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slater', Highland Slate'" IR: Refer to instructions herein for Cedar CrestT1, Cedar CrestTl IR or Shangle RidgeTm hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 TRINMY i ERD 6.12 PATRIOT*"': LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for every full shingle located as shown below. Use FOUR nails and four spots of asphalt roofing cement for every full shingle as shoiNm below Asphalt roofing cement meeting ASTIN D4586 Type 11 is suggested Apply 1"(25 min) spots of asphalt roofing sealant cement as shown. CAUTION: Excessive use of roofing cement can cause shingles to blister. 61J3 1`(25min) j P(25rny---^ 156mm) IT 333mm) (333m0l (333-) 6416` + 1' 25min) V (25 r,}--" 1 JHaoliny Lemtni i is --i-- 13-1m• --1-- Win) (M-) 6.12.1 Hip & Ridge for PatriotTl: Refer to instructions herein for Cedar Crest*'", Cedar Crest' IR, Shadow RidgeT" NorthGate or Shangle RidgeT1 hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.L.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 SoFF-I i TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: Manufacturing: Quality Assurance: ALUMINUM COILS, INC. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsine.com Tampa, FL Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) PRI Construction Materials Technologies (QUA9110) Issued August 2.7, 2015 SCOPE Category. Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (fST1577) 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 DESCRIPTIONS WV F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 1320-3. 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 PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 1611 Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16" FULt VE 16- CENTER ME 15NBC PµFL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels 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 in2/lin.ft for the 'center vent configuration_ See Appendix D for dimension drawings. ALCI5001 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 TechnicalServices, 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products. evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 11f1111111I IaY • R: pP . .. RF'. 2015.08.2 7 DENS. . j._. IV No 74021 07:05:00 04'00' STATE OF : 4(1Z Oc p Ft O e-' N Zachary R. Priest, P.E. Florida Registration No. 74021 S/ONAli ?Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation_ Zachary R. Priest, P.E_ does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial 'interest in any other entity involved in the approval process of the product 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) ALC13001 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. ALUMINUM COILS, INC Soffits Appendix A APPROVED SYSTEMS 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 LIMITATIONS 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 r 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 1 ALC15001 FL12194-R3 Page 1 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 d. 16" Q4 Soffit— 8-inch o.c. Fastener Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 1.2-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave 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. 072-inch dia. x min. 3/16- 0 12F-1 16-Inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-Inch inch head dia. trim nail t4D.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min, 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head diatrip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0. 072-inch dia, x min. 1/4-inch 48 16- Inch spaced 8-inch o.c, and securing each panel lap head dia, trip nail spaced 48- 64.2 inch o.c. ALC15001 FL.12194-R3 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 Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1spinch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with. F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max, 0.072-inch diameter finishing nail with rein. 3/16- 53.312-inch spaced max. 8-Inch o.c. 4-inch o.c, and securing each Inch head spaced panel lap 12-inch o.c. 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-2 Max. 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. 3/16- 53.3 spaced 16-Inch 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 3/8dnch One (1) min. 1 3/4-inch long. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0072 inch diax min 3/ 16-inch head dia. trim nail t25. 6 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One ( 1) min 3/4-inch x 1/4-inch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 27 16F416- inch Mood crown staples In diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC 15001 FL12194-R3 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, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf). Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-Inch spaced 8-inch o.c. Inch o.c. and securing each inch head spaced panel lap 16-Inch o.c. 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 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each finishing nall with min. 3/16- 43.3 spaced 16-inch o.c. panel lap Inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-Inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-Inch Wood crown staples in diamond pattern Wood crown staple spaced 8-Inch o.c. min. 1/4-Inch head dia. trip 31.4 spaced 24-inch o.c.. nail spaced 48-inch o.c. ALC 15001 FL12194-R3 4 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 Psfl Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga.1/4-inch 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-1 Max, Wood Inch crown x 1-Inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-90 12-inch diamond pattern 1) min. 2.25- One (1) min. 1.75-Inch leg staples spaced 8- inch 3116-inch head spaced spaced 16-inch o.c. Inch.x 7d ring shank nail x 0.072-inch diameter o.c. 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch 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. One (1) min. 1.75 Inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-incnch 0.072-inch diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1)7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min, 3/ 1 6-Inch head spaced 4- inch 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. 114- One ( 1) min. 1.75-Inch x. Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0072- Inch diameter 801 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.fi spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c. 3/ 16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch 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. GREED 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 psi Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.114- No.2 SYP staples spaced 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Maxnchax. crown x 1-inch anchored to rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced B- finishing nail with min. 80/-60 diamond pattern Inch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-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. 3/16-inch 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. 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 24F-5. 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-Inch inch o.c. and securing 3116-inch 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.1/4-inch 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. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 16-Inch spaced 8-inch o.c. 1) 7d'x 2.25- One (1) min. 1.75-inch inch o.c. and securing 31164nch 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 Page 6of7 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 J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch 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 g a.1/4-inch crown strai • ht-nailed throughgg the rafter into the end staples acedpp 12-Inch securing One 1 18 a. +/,- 9 One min. 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lappa Wood inch crown x 1-inch x 0.072-inch diameter72diameter nail with min. t6012-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. leg staples spaced 16-Incing3/16-Inch head spacedinchx7dringpatternspaced16- ringshank nails toe- naild on either side of 72 diameterx0.072-inch diameter 8-inch o.c. 12-Inch o.c. shank nail inch o.c. the batten at each finishing nail with min. 24-inch O.C. batten/rafter 311&inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-Inch x7d ring shank nail crown x 1-inch leg No.2 SYP Three 3 18 straight -nailed through staples acedpp One 1 18 a. 1/4- g One (1) min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12-inch o.c. securing each panel lap inch crown x 1-inch x 0.072-Inch diameter 24J-2 Max. rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. t53.3 16-inch 1) min. 2.25- inch x 7d ring staples in diamond pattern spaced 1'6- 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 spacedp shank nail inch o.c. nailed on either side of x 0.072-Inch diameter finishing nail with min, lap 16-inch o.c. 24-inch o.c. the batten at each batten/ 3/16-Inch head spaced intersectionn.. Max. 4-Inch o.c. rafter spacing is 244nch o.c. ALC1.5001 FL12194-R3 Page 7 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 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. 3/8" head dia. nail with min. 1'„" engagement(£or wood substrate) or min.. 0-097" dia. T-nail or stub nail with min. '5/8-" engagement(.i,or concrete or block substrate), spaced as noted. above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \—"F"CHANNELOVERHANG WIDTH VARIES) 12F-3 Wood, Cone--*- or,Block, W FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. SS .. 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 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 i nuncs ` SOFFIT STAPLE OPEN RAFTER 3/4" X 1/4• DIAMOND PATTERN I 1 DETAI LCROWNstAPLES USING A DIAMOND ...—°'Tt STARS$ i PATTERN FACIA BOARD i FASCIA CAP 12 F-2 3/4" X 1/4" CROWN 1-3/4" TRIM NAIL FACIA BOARD B. 1-3/4" TRIM NAIL ON CENTER PAINTED S:S. IN CHANNEL CAN BE PAINTED S.S. 4B" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4" DOWN CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT SUBSTRATECRATE SOFFIT & FASCIA D ETAI Ljr ALCI5001 FL12194-R3 2of12 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. 12J-1 CREEK TECHNICAL SERVICES, LLC m No. I Installation Detail OPEN RAFTER. 3/4' X 1 /4" CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN v-cIiANNLL 1-3/4" TRIM. NAZI screwed Eo soffit PAINTED'S.S. 48" With one(1) il'e x 1/2" x 3/8" head O.C. diameter screw; 1'6" P.C. WOOD OR BLOCK SUBSTRATE SOFFIT=max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B rrr I//I SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD 1, yr ETvco+% srwtcs i Ascu CAP 3/4' X 1/4' CROWN 1-3/4' TRIM NAIL FACIA BOARD STAPLE '8" ON CENTER PAINTED S.S. FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 3 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 Na. Installation Detail 1 {" TRIM NAIL FASCIA BOARD PAINTED 5,5. FASCIA CAP SOFf1T OPEN RAFTER CROWN STAPLE FASCIA BOARD 14 BA 5/B" T-NAII 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 1 FASCIA F" CHANNEL DETAIL SOFFIT; MAX. 16" SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 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 System No. Installation Detail Min. 3/8" head dia. nail with min. lti" engagement(for wood 'substrate) or min. 0.097" dia. T-nail or stub nail with min:. 5/8" engagement(for concrete or bloclt substrate), spaded as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) R 71.6 F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA. LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B 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 System No. I Installation Detail 3/4" X 1/4" CROWN STAPLES USING'. A DIAMOND PATTERN I 16F-4 F" CHANNEL CAN BE 1-3/4" TRIM NAII PAINTED S.S. 48' INSTALLED WITH THE NAILING FLANGE UP OR O.C. DOWN WOOD SUBSTRATE ALC15001 ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER , i / —n„E '; SOFFIT STAPLE DIAMOND PATTERN t I D ETAI L sTx-" i FACIA BOARD \ i FASCIA CAP 3/4- X 1/4" CROWN 1-3/4" TRIM NAILI FACIA BOARD STAPLE "8. ON CENTER PAINTED S.S. SOFFIT- max. 16-inch span FL12194-R3 FASCIA CAP 3/4- X 1/4" CROWN STAPLE SOFFIT — SOFFIT & FASCIA DETAIL Page 6 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 System No. I Installation Detail AFTER BOARD USING 16F-2 & PATTER sDi 16 F-6 DIAMO CAP; REFER FIT L FASCIA F" MAX. 16" Su 1 }" T PAI ALUMINUM COILS, INC Soffits Appendix B FASCIA BOARD FASCIA CAP 1-)J" CROWN STAPLE SOFFIT & FASCIA DETAIL SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 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. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail, 4' X 1/4" CROWN STAPLE '24" CENTER USING' A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4" TRIM NAI! PAINTED S.S. 48" O.C. SOFFIT —max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B 3/9' Cn \ SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD L ", galEIN% DETAIL sr n.cs i ASCU CAP 3/4" X 1/4- CROWN 1-3/4" TRIM NAILSTAPLE -8. ON CENTER PAINTED S.S. SOFFIT FACIA BOARD 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. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I; TRIM NAIL FASCIA BOARD PAINTED S.S. 1"x CROWN' FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN: REFER TO 1 CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL i il" TRIM NAIL FASCIA BOARD PAINTED S,S. SOFFIT & FASCIA 24F-1 & DETAIL 24F-4 I-xj" CROWN STAPLE ---- FASCIA CAP; REFER TO SOFFIT i FASCIA \ DETAIL / Nominal with SYP Batten Anchored to SOFFIT; MAX. 24" I 3/B' F-CHANNEL Rafters witA one Td Ring Shank Nail at every Rafter WOOD SUBSTRATE \ _ SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194-133 Page 9 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. a CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S. 1A' SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT 1"a1" CROWN STAPLE 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 1'x}' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL Nominal l'x24 SYP F-CHANNEL Batten Anchored to SOFFIT; MAX. 24" Rafters with aria 7d Ring Shank Nail at every Rafter WOOD SUBSTRATE 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, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S. 14GA i' T-NAILS FASCIA CAP SOFFIT 1"x}" CROWN STAPLE 1 TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 1"x{^ CROWN STAPLE FASCIA CAP, REFER TO SOFFIT L FASCIA DETAIL Nominal 1"x2" SYP F-CNANNEL. Batten Anchored to SOFFIT; MAX, 24" Rafters with one 7d Ring Shank Nail at every Rafter MASONRY ALC15001 FL12194-133 Page 11 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 PAINTED S,S. t'xJ^ CROWN STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO " x}' CROWN STAPLESOFFITSTAPLECANTILEVEREDi DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD 1 TRIM NAIL SOFFIT & FASCIA PAINTED S.S. DETAIL 24J-1 & 1"x' CROWN STAPLE 24J 2 FASCIA CAP; REFER TO SOFFIT i, FASCIA lo DETAIL Nominal 1" x 2" SYP battens scabbed between milers and SOFFIT; MAX. 24` I 3/8, J-CHANNEL shank hail sliaighith one lir ledring Ij through the rafter Into the and WOOD SUBSTRATE olths batten ortwo (2)7d ring shank nails toe -nailed on \ either side of the baftern at the —_ batterdrafter Intersection / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C 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 provisions: 1. Wind speeds for risk category I, II, III, 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. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,it is shown in:the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and. 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C E6r' _ „ Desi n WindxP,ressi res°foriSofflts,tn Ex oi6-f0, Type r r a, f4 Hei Basicv,'71x , w` w , f t a .;. << 120 A 130 140, r 150 , WtndS eed` m h r x 160 :, , 170180 - 4, 190 ,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 3M 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20:5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24A 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 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 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 50.7 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 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 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 Enclosed. 60 13..1 15.4 17.8. 20.5 23.3 26.3 29.5 32.9 36.4 Positive 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 30 10.8 12,.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 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 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 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 Soffits Appendix C si' n Wind„Pressures for, --Soffits mwEz ostre,C .' ,,. Building ' 4 r a aMean i* _ BasicrWmd S eed m h i Roof M 1.60 170' 180 390 20bfl150 3 x 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 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 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 Enclosed. 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 5M 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 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.04 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 Enclosed. 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive 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 1 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 1.8.8 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 48.4 ALC15001 FL12194-R3 Page 3 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 Soffits Appendix C Desl n'Wmd;Pressu es for$dffits in,:;Ex gsdevp F Bulldln, i 9 T,ype, Zone` a Mean + Roof` ti K n.kti'a120 C r8asic WmdS eed m h ' s w ...4 t n130 i :, 140` 150 1;60'170 G 180 R = 190' 20;0Vy, 20 26-0 30.5 35.4 40.6 46.2 52.2f 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 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 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 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative 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 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 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 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 1 37.8 42.3 47.2 52.2 50 19.6 210 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40_5 45.4 50:6 56.1 Positive 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 30 17.9 21.0 24.3 1 27.9 31.8 35.9 40.2 44.8 49.7 5 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 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 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 TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel ALCI5001 3/4" 1/8" HEM T7 3/4" 3/8" FL12194-R3 ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 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 Fascia 1/8" HEM 5 3/4" 1/4" 3/8" -" 6"FASCIA i" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 25 TYP. 0.125 TYP. 18* BLANK 3 / 8 PROFILE 2.625 REF. 50 TYR. ooaoo 000000 00000 WI F I.IX NFR PATTERN (F' 1 1 c(' F1 LOUVERS FORMED IN SAME OIRmnm AS Ries) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. s CREEK TECHNICAL.SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/81, 3/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.35" BLANK 3/8" PROFILE 2.625 REF. 50 TP. 25 TP. 0.125 TP. ALUMINUM COILS, INC Softlts Appendix D o 00000 00000 000aoa a0000 000000 00000 WI F I LM"R PATfFR" (FlII I CCS F1 LOUVERS FORMED IN SAME DIRE0T10N AS RIBS) END OF REPORT ALCI5001 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalidThisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. 4' CITY OF SANFORD d BUILDING & FIRE PREVENTION n` PERMIT APPLICATION Application No: — Documented Construction Value: $} Job Address: Parcel 1D: Historic District: Yes No Residential Col—mmercial Type of Work: New Addition Alteration Repair Demo Change of Use IVI Descrip"thin of Work:: Plan Review Contact Person: Title: Phone• Fax: Email: Property Owner Information Name Phone: I t)j - C()G`aZ Street: City, State on Resident of property? : Zip: Name Street: City, S Name Street: City, St, Zip: Bonding Company: Address: ration Phone:."f0-7 " ( (1 27n Fax: _ r - 6 7R 2/ State License No.:,g Architect/Engineer information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TQ OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING,, CONSULT WITH YOUR LENDER OR An ATTORNEY BEFORE RECORDING YOUR NOTICE ;OFCOMMENCEMENT. 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. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5tb 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 befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. A,cceptanceofpermit is verification that Twill 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC: Valuation Table in effect at e permit is issued, inthetimethaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to yourpennit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all workbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning, will Signature of Owncr/Agent Date Print owner/Agent's Name Signature of Notary -State: of Florida pate Owner/Agent is Personally Known to Me orProducedIDTypeofID 1::-g ---145 819n3ture of Contractor/Agent Date SIR rrc_ P nt C ntractor/Agent's name ll 1V PA Signature of Notary -State of Florida Dare 20A!4` NBi, PAMELAS:IERNUS Commission # GG 110622 Expires August 7„2021 Of ft.°Q sondes rtxu S*etNotaryservices Contractor/ Agent i Personally Known.to Me or Produced ID e of ID Permits Required: Building [] Electrical n Mechanical[] Plumbing[ Gas Roof[] Construction . Type; Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No [] # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: -J 3 3 u' 1 C Documented Construction Value: S "I tjJV Q J Job Address: 2 Z6U loftHistoric District: Yes Noo Parcel ID:,,—,, Residential E j Commercial Type of Work: Nevy Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Plan Review Contact Person: Khrissy* or Jamie_.. Title: Clerical Phone: 407- 32377515 Fax: 407-323-8954 Email: info(r a . i-orlando.com Property Owner Information Name ' m S Phone: Street: _ .... Resident of property? Q City, State Zip Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Box 1117 Fax: Street: POB407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-0057881 Architect/Engineer Information Name:. Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application x 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 ofthe 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 an work will be done in compliance with all applicable laws regulating construction and zoning. Sipature of Owner/Agent Date e Print Owner/Agent's Name SigSignatura'of Notary -State of Florida pate Owner/Agent is Personally Known to Me or Produced ID Type of ID, Signature of Contract6dAgeM Date A. Thomas Smith PriId CoMraciior/Ageni'i Name 1/12/18 Srgna orcooft, otacy State f Floe' Date AAeredah L Warnecke -Smith NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG13W9 Expires 8/21/2021 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: _ Occupancy Use:. _ Flood Zone: Total Sq Ft of Bldg:. Min. Occupancy Load: # of Storles: New Construction: Electric - # of Amps Plumbing - # of Fixtures.. Fire Sprinkler Permit: Yes No # of Heads _ Fire Alarm Permit: Yes No APPROVALS: ZONING: — UTILITIES: WASTE WATER: COMMENTS: Revised: June 30.2015 ENGINEERING: FIRE:. BUILDING: Permit Application UNIVERSAL UES Project No: 0110.1700732.0000 Workorder No: 9354558-1 ENGINEERING SCIENCES Report Date: 1/31/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 ri- 3 3-7 3 In -Place Density Test Report Client: UES Technician: Leon Bouyer 4307 Vineland Road, Suite H2O Orlando, FL 32811 Date Tested: 01/31/2018 Project: Kensington Reserve, House Lot Testing Area Tested: Lot 80 - 2262 Kelmscott Court Material: Fill Reference Datum: 0 = Top of Fill Twe of Test; Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximumptimum Density pcf) Moisture Field Dry Density pcf) Field Moisture V Soil Compaction Fill Depth inch) Pass or Fail 1 East Side Of Pad (Proposed 0-1 ft 105.4 12.2 103.5 12.2 98 N/A Pas: Footing) 2 North Side Of Pad (Proposed 1-2 ft 105.4 12.2 103.8 11.8 98 N/A Pas: Footing) 3 West Side Of Pad (Proposed 1-2 ft 105.4 12.2 104.1 11.5 99 N/A Pas: Footing) 4 NE Corner Of Lot 1_2 ft 105.4 12.2 107.0 11.2 102 N/A Pas: 5 Center Of Lot 2-3 ft 1 105.4 12.2 108.8 12.1 103 N/A Pas: Remarks: Footings Not dug he D-Afin .end n..rn.1— o11 r —#n — n..{.m:{f-4 on ri. nf.iJe n{:o/ ---.,4,, i.f i...r ..l:n nin —4 I- -3)- DESCRIPTION AS FURNISHED: Lot 80, KENSINGTON RESERVE, as recorded in Plat Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. BOUNDARY FOR / CERTIFIED T0: Ryan Homes/NVR Inc. LOT 83 LOT 78 M 1 1 N 89°40'51 " E 7 45.00' 41.80' 41.80' LOT 80 I 7,50' 30.0' O OO o FORMBOARD FOUNDATION LOTS 00 ti TOP OF FORMS - 30.13' 7.50' 25.20' 2s.20' P.C. OF ? 10' UTILITY Esw LOT 82 F. o-------,1------------- 90.00' AT 89'4051" E 45.00' h ryAya KELMSCOTT COURT 50' PRIVATE R/W ) 7.50' O OO LOT 79 e O O ~ 7.50' ry 5 G PROPOSED - FINSHED SPOT GRADE ELEVA77ON5 FROM 0' 20' PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS RFAR = 1l= OR 40' LOTS PROPOSED DRAINAGE FLOW /ga'p'q' rG' djp, IMPERV700 CONTAINS 5,175t3 GUAR FEET1SQUAREFEETOR38.51f SIDE = 7.5SIDE5' FFOR 60' L0LOTGRADINGTYPEALIVINGAREACONTAINS1,353t SQUARE FEET570E = 10' FOR 75" LOTS PROPOSED FINISH FLOOR PER PUWS - 30.1 CONCIMAJIPORCH CONTAINS -- SQUARE FEET SIDE STREET = 25' CRUSENML'YETR-SCOTT & ASSOC., INC, - LAND SURVEYORS LEGQ- LEm r54MO0 E. COLONIAL DR. ORLANDO, FL 32807 (407)-277-3232 FAX (407)-658-1436 P8 - r®or a tnc FM r)PE rDG - 1 TT Tr oEVERS ORVAIUS ADERSOCJED DOES9/A£Y MEETSFORnT BV iXE FLORGI BDMD dFcOwoQQdYA7lMEmmo000AADWPrEi6NONrTFRb17FLOIExADMRPSMSLEdOR=FOSACTTOU , SUR. 6CC. !917MnRE .MDCVDCEIII. MDNTNdS1N EYNMPOACO('2JARESETV. . Vr M rTKt 45% NR- ' -"" uRyEY 1K5IXtFPARm fTTDM TTTTE arcRlM,tMTDnEAM'Erax.VM&WSEOMREMR CR0/SVWA : TxaE.aE ts:S;, .PARECTnos !m rE7DY. P" . T'OtNT 6 x0aEmD DETMR06rD TM!'RO flem NAK amt0o0FD IAQLa aTAVTasr DeDNnFP. . TDmfU fL00E o,EVAT 1.RYET 6 PF40V= FOR THE 9= MTERT Or VWX CERTIFIED 1D AND "" NOT BE RELIED TIPON Bf ANY W18R OTTnY. IO LL. 9O6 90RM fM DLComm 9fAAD MOT E O TO RECOM OM" eamxw IIQSmwrR -MAr Y= ARE MISER . UTUI AND ON DE TIE 9DBN AS BASE BEtIPaC (8Ha ES"T. 0. nEAUDLS r VONK ARE BASED Qv Mn MM. CEDOEM MDUM QIRAN OF 'on NNlES9 ODERIM mom A MMXATE CF AURDR2DDTI Ns aM w : °MN aiOM SGV.E --- i' 20'- Um Br Ee.T Mme to . COw 00 .1m ORDER EA>. P.T.PaNr Or T CEwnFIM BY, DATE 4713-17 rcsaTVTTaN PLOT PLAN 11-01-2017 iENDn1 FORMBOARD FOUNDATION/ELEVS, 01-26-18 464-18 L y aATmc NORTH IM• TTBS BIRDMIPROPO" DDES MDT UE Wn M ) L 47f1 THE ESTAf AMM 100 YEAR FLOW PANE AS PER 'AW' yW6 W. RLS / 1807 ZONE X 11AP / 1211700090E (09-26-07) CITY OF SANFORD BUILDING & FIREPREVENTION PERMIT APPLICATION Application No: r ' - 3:% Documented Construction Value: $ ` 55-d&, Job Address::1 j' Historic District: Yes No Parcel ID: ResidentiaQ Commercial 4 Type of Work: Newo Addition Alteration Repair Demo Change of Use 0 Move Description of Work::LRS l:o,vi, (-1- bJ tt'1 L ii,G:1a` t Plan Review Contact Person: Title: Phone: ` IUD Gj$rjZC) Fax41-333-355::3 Email: kVU_ C'Jy,Gzri Property Owner Information Name kfav\ Phone: ry Street:( S,.V 1 CZ.tr P ('; _._ _ _. _ Resident of property?: City, State Contra ro Information n - Name 4—0 p x t" t' Phone: D Street: C753 o iSCv tax: City, State Zip: R, State License No.: ey) C3 Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON 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 b- inscribed with the date of applicatiorand 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 at work will be done in compliance with all applicable -laws regulating -construction and zopidg, Signature of Owner/Agent Date Print Owner/Agent's Name Signature,ofNotary-State of Florida Date Signature of Contractor/Agent Name CHERYL b AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 9 Owner/Agent is Personally Known to Me or Contractor/Agent is _'Personally Known to:Me or Produced ID Type of ID Produced ID Type of ID F BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical[] Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: of Stories: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No 0 WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application STATEWIDE State Cert CAC032448 1-888-831-2665 m I HEATING • AIR CONDITIONING JASMINE COVE VERSION 1 OPT LUXURY OWNER'S SUITE 3.0 15.0 3 4,604.00 JASMINE COVE VERSION 1 OPT SITTING RM 3.0 15.0 3 4,509.00 LARGO 3.0 15.0 4 5,510.00 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 15D 4 6,818.00 LAUDERDALE OPT BONUS BDRM 5.0 15.0 4 6,929.00 PALMDALE 2.0 / 2.5 15.0 4 8,029.00 PONTE VEDRA 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 4,2i89.00 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 8,(,}98.00 SANIBEL VERSION 1 OPT 1ST FL BDRM 2.5 / 2.5 15.0 5 8,750.00 SANIBEL VERSION 1 OPT BATH 2 2.0 / 2.5 15.0 5 8,273.00 SANIBEL VERSION 1 OPT GUEST SUITE 2.5 / 2.5 15.0 5 8,406.00 SANIBEL VERSION 1 OPT MORNING RM 2.5 / 2.5 15.0 4 8,455.00 SANIBEL VERSION 1 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 1ST FL SUITE,.. 3.5 / 2.0 15.0 5 K485.00 SAWGRASS OPT 2ND FL EXTENSION 3.0/3.0 15.0 5 91725.00 SAWGRASS OPT BATH 2 3.5 / 2.0 15.0 5 9,288.00 SAWGRASS OPT BONUS .BDRM 3.5 / 2.0 15.0 4 9,222.00 HN A(' SPATE 0:14P. IJC 8 CAC03'_448 531 CO1) _s0) WAY Sa n I'urA. 11,32771 14117) 333-0001, DESCRIPTION AS FURNISHED: Lot 80, KENSINGTON RESERVE, os recorded in Plat Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. BOUNDARY FOR / CERTIFIED TO: Shannon Latimer; NVR Inc. dbo Ryan Homes; Stewart Title Guaranty Company; NVR Settlement Services, Inc.; NVRM LOT 83 LOT 78 i N 89°40'51 " E SET 1 45, 00' SET I.R. h o o. cP- LOT 80 31.80' 41.80' r 3 3 3.5'x3.5' 14.0' AC PAD COV'D. o BRICK - 7.50' 7.50' 30.0, 0 0 o LOT 79 LOT 81 I(zz) ^^'+ TWO STORY ~' RESIDENCE bF.F.= 30.17' Q 8.7' 7.50' COV'D. BRICK od 21.3' 7.50' 16" 35.20'BRICK BRICK WALK DR. 25.20' 25.20' P.C. OF r 0.2' 10' UTIL. ESMT. 0.3, 0 h LOT 82 p, OFF OFF y0 o------- ------------- SETSET 90.00, 4' CONC WALK I R. I.R. N 89040'51 " E 45.00' G G KELMSCOTT COURT 50' PRIVATE R/W ) BUILDING SETBACKS: AS FURNISHED PROPOSED = FINSHED SPOT GRADE ELEVATIONS FRONT = 25 PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20' PROPOSED DRAINAGE FLOW C G O IMPERVIOUS COVERAGE = 1,993f SQUARE FEET OR 38.51 SIDE = 5' FOR 40' LOTS LOT GRADING TYPE A F feyQGy LOT CONTAINS 5,175:1; LIVING AREA CONTAINS 1,J53t SQUARE FEET SIDE = 10' FOR 75' LOTSLOTS PROPOSED FINISH FLOOR PER PLANS = 30.1' QQ CONC/LANAI/PORCH CONTAINS 640't SQUARE FEET SIDE STREET - 25" CRUISEYVWYETR-RSTCOTT ASSOC, INC. -LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.O.L.= POINTON LINE F = FIELD TYP, TYPICAL NOTES:• P. IRON PIPE PR.C. •POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. ON ROD P.CL, POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.M. CONCRETE MONUMENT RADIAL N.R.NR. NON -RADIAL2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. = I/2' I.R. DNCB 4596 REC. -RECOVERED V.P. = WITNESSPOINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.B. POINT OF BEGINNING CALC. = CALCULATED P.O.C. = POINT OFCOMMENCEMENT RA, •PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4• NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE B. FINISHED FLOOR ELEVATION R/ NAIL G DISK B.BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. WAY P.M., = BENCHMARK ESMT. =EASEMENT B.H. - BASE BEARING ESM - EASEMENT 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ELEVATIONS, IF SHOWN, ARE BASED ON NA77ONAL GEODE77C VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE UTIL. = UTILITYCL.FC. = CHAIN LINK FENCE 8. 9. CERTIFICATE OF AUTHORIZATION No. 4596. WD.FC. = WDDD FENCE C/B CONCRETE BLOCK SCALE P— 1" z 20 --1 DRAWN BY: MLT P.C. POINT OF CURVATURE P,T• = POINT OF TANGENCY DATE ORDER No. CERTIFIED BY: ------------------_--- ----- - -- DESCRIPTION RESC. = RADIUS PLOT PLAN 1 1-01-2017 4713- 17 L ARC LENGTH D = DELTA FORMBOARD FOUNDATION/ ELEVS. 01-26-18 464-18 C =CHORD C CHORD BEARING NORTH FINAL/ELEVS. 04- 17- 18 2345-18 THIS BUILDING/PROPERTY DOES NOT LIE WITHINS THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM F~v GRU, J S SCOTTENM F. L., .LS l 4801F v714 ZONE "X' MAP j 12117CO09OF (09-28-07)