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3659 Crawley Down Lp 17-3372; NEW SFH
THIS INSTRUMENT PREPARED BY: Name: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 NOTICE OF COMMENCEMENT saRANT 11AI-OYY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COCIPTROLLER BK 905Ps 122'6 1P3s ) CLERK' S 1 2018004742 RECORDED 131/12/2,318 12:33 :50 PM RECORDING FEES $1ri.00 RECORDED BY hdevore Permit Number: 17-3372 Parcel ID Number: 17-20-31-5VC-0000-0580 The undersigned hereby gives notice that improvement will be made to certain real property, and in tpC''ort, anUeCvvith Chapter, 71,3,4Flprid Statutes, the followinginformationisprovidedinthisNoticeofCommencement. f II CLERK oi. T,I CIRCUIT CC)UR; AMI 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available i-D CT}1PTA I I ER s 6 Lot # 58 of Kensington Reserve 3659 Crawlev Down LODD etkA,tont c rnt WTv ct 1)RI ,1a 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 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. 0aI. V Dayna Whitson Assistant Secretary Signature of Owner or Lessee, or Owners or Lessee's (Print Name and Provide Signatory's Title/Office) Authorized Officer/Director/Partner/Manager) State of Florida County of Orange {fit, The foregoing instrument was acknowledged before me this I-1 Ik day of 20 18 by Tracy McDonald . Who is personally known to me CK OR Name of person making statement who has produced identification type of identification produced: YlLY..• IJ.•. Thi1./Y LF1f3H MLiDONALL t? fY Ivtv`GGMMiSSIOPd # rF325012 EXPIRES October 06. ?019 JFitid07> 349-0'S3 FbritlarJewry5r,„Mice Corr 1 N Signature REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: I r' Project Name: Project Address: ou,, o P Building Permit #: 1 2Electrical Permit # I Kensington Reserve 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 0441- Signatur of ONen JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/ 10/15) Robert Lattanzi - Ryan Homes Scott L Easterbrook - Palmer Electric Print Name of G . Contractor Signature of Gen. ontractor CBC1257565 Print Name of El. Contractor Signature of El. Contractor EC0003096 Gen. Contractor License # El. Contractor License # Progress Energy Florida Power and Light on CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Fg3 3 Job Address: 3659 Crawley Down Loop Sanford, FL 32773 Historic District: Yes No X Parcel ID: 17-20-31-5VC-0000-0580 Residential X Commercial Type of Work: New R 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 Name NVR, Inc, dba Ryan Homes Street: 4307 Vineland Rd # H-20 City, State Zip: Orlando FL 32811 Contractor Information Phone: 407-692-9820 Fax: 407-692-9821 State License No.: CBC1257565 Architect/Engineer Information Name: AB Design Street: 1441 N Ronald Reagan Blvd Phone: 407-774-6078 Fax: City, St, Zip: Longwood FL E-mail: Bonding Company: N/A Mortgage Lender: Address: Address: brian@abdesigngroup.com 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 application and the code in effect as of that date: 5" Edition (2014) Florida Building Cod -. Revised: June 30, 2015 Permit Application w`V 2)3 , I ii, NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio and zoning. JJ4- 11 /7/2017 11 /7/2017 Signature ofOwner/AgeAf Date Signature of Contras or/Agent Date Vicky Otero Print Owner/Agent's Name Signature 11 /7/2017 TRACY LFIGH MCDONALD 4 I MY COMMISSION 4, FF925012 t rfi="'•c'•`•' EXPIRES October 06, 2019 i 4L`7? 35E-0'53 Floridallota'4Servicr. com Vicky Otero Print Contractor/Agent's Name S ignature 11 /7/2017 TRACY LEIGH MCDONALD My COMMISSION u FF925012 1K: EXF'ii2L=S October 06. 20i9 piC7)•.'.98-0'53 _ (IOrld3N0[a1yS0rVKCCCOW Owner/Agent is X Personally Known to Me or Contractor/Agent is _ x Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Q Electrical© Mechanical® Plumbing[g Gas[] Roof Construction Type:Occupancy Use: R3 Flood Zone: X_,"PO A•T"CAGH Total Sq Ft of Bldg: ?6-4(1:2 Min. Occupancy Load: 111:21 # of Stories: 2- New Construction: Electric - # of Amps Zc70 Plumbing - # of Fixtures 20 Fire Sprinkler Permit: Yes No[? # of Heads APPROVALS: ZONING:k (/A S UTILITIES: ENGINEERING: JArCC \1-21-11 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 34 . s ` - Me. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 1- -A - L $ Revised: June 30, 2015 Permit Application F y0• T 25• + 1)182• + 2,798• + 4Y005- 40.05 2• _ 20.025 40.05 + 20.03 + 60.08 CITY OF SAN RD BUILDING & FIRE PREVENTION s PERMIT APPLICATION Application No: Documented Construction Value: $ 105,352 Job Address: 3659 Crawley Down Loop Sanford, FL 32773 Historic District: Yes No N Parcel ID: 17-20-31-5VC-0000-0580 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 Phone: 407-692-9820 Fax: Title: Production Admin 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 Name NVR, Inc, dba Ryan Homes Street: 4307 Vineland Rd # H-20 City, State Zip: Orlando FL 32811 Contractor Information Phone: 407-692-9820 Fax: 407-692-9821 State License No.: CBC1257565 Architect/Engineer Information Name: AB Design Phone: 407-774-6078 Street: 1441 N Ronald Reagan Blvd Fax: City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction " in this jurisdiction. I understand that a separate permit must be secured for electrical work, -plumbing, signs, wells, pools;' furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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 constructio and zoning. low 11/7/2017 711/7/2017 Signature of Owner/Ageg Date Signature of Contra or/Agent Date Vicky Otero Vicky Otero Print Owner/Agent's Name Print Contractor/Agent's Name 11/7/2017 11/7/2017 Signature of Notary -State RIiSI nate.—..._.._.-..-n....-t Signature of Notary-S lorida TRACY L IGIi N1CCiONAI_C1 sv . TRACY LEIGH MCDONALD MY COMMISSION 4 FF925012 MY COMMISSION it FF925012 a= EXPIRES October 06. 2019 3 EXPIRES October 06. 20i9 P-3, 53lyCi; 34 °-0.53 Floridei+ota,ySe,vwce con, w..... f ... 4Q7) 393.0153 Flor:daitiora ySpmr,ce con' Y Owner/Agent is X Personally Known to Me or Contractor/Agent is _x Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: 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 REQUIRED INSPECTION SEQUENCE RYAN HOMES SFR-DETACHED Permit # 33'i2 Address: -ae—Q 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 t Min Max Inspection Description 10 Electric Underground 10 looter / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final F A PL'UMB[N.G PERMIT Y .., v Rig,; Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT'r. Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 187 7w1 A I Rl City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Vicky Otero Firm: NVR, Inc. Address: 4307 Vineland Road #H20 City: Orlando State: FL Zip Code: 32811 Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com Property Address: 3659 Crawley Down Loop Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0580 Phone Number: 407.692.9820 Email: votero@nvrinc.com The reason for the flood plain determination is: 0 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) OFFICIALUSE ONLY Flood Zone: X Base Flood Elevation: NSA 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# 17-3372 Reviewed by: Michael Cash, CFM Date: November 21, 2017 Application for Paved Driveway, Sidewalk or Walkway(2 1 111 Including Right -of -Way Use & 9 9 Y Fti°$ ;D 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 i jurisdiction's right-of-way. All requested information below as well as a current surrey, site plan or plat clearly identifying the Know wharabelom size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before yood4 1. Project Location/Address: 3659 Crawley Down Loop, Sanford, FL 32773 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of New Single Family Home This application is sub, i d by: Property Owner. Signature: Print Name: Vicky Otero Address: 4307 Vinelan Rd H-20 Orlando, FL 32811 Phone: (407) 692-9850 Fax: Email: votero@nvrinc.com Date: 11/07/2017 Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenanceof 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 permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the 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 ht-of-way. I have read and I& d the above statement and by signing this application I agree to its terms. Signature: Date: 11 /07/2017 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. Pre - pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: l k-2l - 0 Date: November 2015 Huw use unveway.pai BP200I03 CITY OF SANFORD Application Inquiry - Fees Application number: 17 00003372 Property . . . . : 3659 CRAWLEY DOWN LP Fee Class/Type/Description Trans amt Amt due A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 316.00 316.00 Credit fees due: .00 Revenue fees due: 341.00 Total due: 341.01 Prer'b Enter to continue. F3=Exit F11=Change view F12=Cancel F10=Amt billed r CITY OF SANFORD e# CUS ONER RECEIPT ** Oper: BLANDA Type: OC Drawer: 1 Date: 11/20/17 01 Receipt no: 26621 Year Number Amount 2017 3312 3659 CRAWLEY DOWN LP SANFORD, FL 32773 BP BUILDING PERMIT RECEIPTS 341.06 Tender detail CK CHECK 147734 $341.06 Total tendered $341.86 Total payment $341.06 Trans date: 11/20/17 Time: 10:08:19 11/20/17 08:56:13 Struct Permit Insp Bot LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: — 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): The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Lattanzi State License Number: Signature of License E STATE OF FLORIDA COUNTY OF Orange rRrilrl7r1aC May 20,2018 The foregoing instrument was acknowledged before me this 200 17 , by Robert Lattanzi to me or who has produced identification and who did (did not) take an oath. Notary Seal) TRACY LEIGH MCDONALD MY COMMISSION # FF92 012 EXPIRES October 06. 2019 i07; 393-0'S3 F10ndaiVo;a•ygC'VtC.c con, Rev. 08.12) Signature Print or typl name h 1 day of N,b , who is personally known Notary Public - State of FL Commission No. 'gip IZ My Commission Expires: l6 as SCPA Parcel View: 17-20-31-5VC-0000-0580 Property Record Card FA Parcel: 17-20-31-5VC-0000-0580 Owner: BRISSON WEST PROJECT I LLCfNIR10rw Property Address: 3659 CRAWLEY DOWN LOOP SANFORD, FL 32773 Parcel Information j I Value Summary Parcel 17-20-31-5VC-0000-0580 Owner BRISSON WEST PROJECT I LLC Property Address 3659 CRAWLEY DOWN LOOP SANFORD, FL 32773 Mailing 10100 INNOVATION DR STE 410 DAYTON, OH 45342 Subdivision Name KENSINGTON RESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL -- Exemptions O W 01 117.53 Seminole County GIS Legal Description LOT 58 KENSINGTON RESERVE PB 81 PGS 86-92 Taxes 2018 Working 2017 Certified Values Values Valuation Method Cost/Market Cost/Market Number of Buildings — 0 0 Depreciated Bldg Value 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 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 Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund Schools j $14,000 ( $0 I — — $14,000 i $0 14,000 14,000 City Sanford SJWM(Saint Johns Water Management) 14,000 $0 j $14,000 i $0 14,000 14,000 County Bonds 14,000 $0 14,000 Sales Description Date Book Page 7771 Amount Qualified Vac/Imp No Sales Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT 1 1 $14,000.00 i $14,000 Building Information Permits Per # Description Agency Amount CO Date Permit Date http://parceldetaii.scpafl.org/ParcelDetailinfo.aspx?P[D=l 720315VC00000580 1 /2 11/7 SCPA Parcel View: 17-20-31-5VC-0000-0580 No Permits Extra Features Description Year Built Units Value New Cost No Extra Features hftp://pareeldetail.scpafl.org/Parce]Detailinfo.aspx?PID=l720315VC00000580 2/2 SQ.FT. CALC.'S 16T. FLR LIVING 1341 SO. FT. 2ND, FLR LIVING 1683 Sa Fr. TOTAL LIVNG 3024 $a FT. 2-CAR 425 5a Fr. ENTRY 91 SQ FT, LANAI 100 SR FT, TOTAL 3646 SQ FT. EXTERIOR MASONRY NOTE: PRIOR TO DRYWALL WALL BRG. HEIGHTS INSTALLATION ALL FRAMING MEMBERS 2'-0' FROM THE FINISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERI-IITE BRG. TREATED SPRAY LOADOAD®L FRET F LFt WINDOW CALCSt COWOlENIT AND CLADDNQ WIND LOADS BASK WIND EJP08liE FOR 4 SECOND QLIST8 CALL / OGUAMFOOTAGE m1um DEMONATIONWD'iFF s ZONE 1W WHI WIND Q 1 112 I6'-001-4. 192' 84' 5 24B/-302 2 22 3069 DR. 40' 80' 4 21.9/ -30A 3 16 25-SH 31' 60• 4 285/ -310 4 16 25-514 35' 60' 5 285/-316 5 34 2) 25-514 16• 12' 4 26.9/ -29A 6 34 2)25-SIN 76• 60• 5 2l3/-352 1 34 2) 25-514 16' 6O• 4 26.9/ -29.4 a 41 6068 SGD. 14' 00' 5 26.1/ -297 SA 1 34 2)2P) KaRE55 (TEM 1 (TEMP) 16' 6O• 5 2l3/-35Z WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT• 150 / VASD-116 MPH B. INTERtAL FFES IRE COE [CENT.. J8 C. RISK CATEGORY.TYM 11 EXPOSURE CATEGORY G NOTE: VALUES FOR COMPONENTS 4 CLAPQW, PRE55UPM Alle BASED ON THE VUIt DENCA WIND SPEED. F6CR 57H ED. (204) ALLOWS THEW PRE55URE5 TO DE MULTIPLIED OY 0.6 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MAAAFACTURERS. 3 1/2' MAX. Fw+ r v 1 CABINET SECTION OPT. HAND (1") 9 io 0 co O ARCH DETAIL 3 ARCH DETAIL ARCH DETAIL 1'- 0 30'- 0' 10'-0' 4'- 0' 10'-8' 15'-4' 8'-8' HB. 2) O 2)25-SW ZS-SH FRG Ob IDINETTEI 01 I ro I LANAI I 10'-O' xl0'-0' I A I 9-_0• I O( 2) 25-SH O 1 FFAMILY RM. EGRESS L-f-- I44 L I6'-O'x20'-0' TEMP. O a' - a' GLG. I O 42' HIGH RAILING 1ST. FLR. 0 I 8D- 4 I r119S'-O' 5'-2" 3,-2" 3'-6' 3'-10' KITCHEN 8'- a' GLG. i F=== q OPT s x4 POST N 4-SW REF' G LBW. G LBA 4x4 POST I I R/T I I CI DBL. m I i I I P m I DINING RM. I I e STU L_L_LL II'-8' xl0'-2' VI I 6'-10' 4'-4' 3'-6' 3'-2' 1'-4' HALLWAY O GLG. JALLCLG. OBOLLARDZI 10' 20'-0' 0 OYER 1250 5' F0xil 8'-8' 8'-8' CLG. 2—CAR GARAGE I 0 TILE) IV-4'x20'-4' FOUR se I 0 8'-8' CLG. SOLIIM:xV- 3O25- SINO25-SH 33 LNEC} F_ ZHD.FLR.ABY.—__ r z2..;; l 1'-11' I AT710 LAC LGJ 16'-0' xl'-0' ON. 1 16'-0' 12'-4' 19' -4' 20' -0' FIRST FLOOR PLAN 5GALE:1/ 4'-I'-O' ELEVATION F sun ICONDI jcaND A R C N I T E C T! IF AFL--. dLr Grou 1441 N. RONALD REAGAN A,M LONG WOOD, FL32750 PH: 407- 7746078 FM:407- 7744078 vw w." I'llgnpwp.— AA.. 0003325 SUHDIY. 8e 7.07: KENSINGTON RESERVE LOT # 58) MODE& ESTERO BAY VERSION#02) PROJECT& 2997. 000 PAGE: FIRST FLOOR PLAN DATE: 1 O /9 /7 ScALE: 1/ 4"=1'-O" SHEET 3 or 8 SECOND RA WIDOW CALCS: COMPONENT AND CLADDING WIND LOADS BA81C WIND EJPOME FOR 0 SECOND OUSTS cAtl4 ZCRE lbD VHlfO N610FRPDQ( O®IWATK71{ 1 15 A=OP 36- 61- 4 28b/ -31.1 IA 15 3051-SW EGRESS 36' 61, 5 28b/ -31B 2 15 30S1-Sw EGRE55 36, 61' 4 28b/ -31.1 3 12 3040- TEMP) 36' 40' 5 231/ -31b 4 15 3051-sw EGRESS 36, 61, 4 284/ -31.1 5 15 3051-51-1 EGRE55 36' 61' 4 28b/ -31.1 b 15 3051-5H 36' 61' 4 28b/ T 15 3051-5H 36' 61' 5 28b/ -31B B 15 3051-54.4 61, 5 28.6/ -3TB ARCHTOP 9 15 3056-51-1 36' bb' 4 28b/ -31.1 EaTE WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) WLT•150 / VA5D•116 MPH B. INTERNAL PRESSURE COEFFICENT--.18 C. RI8K CATEGORr-TYKE 11 D. EJo-OOURE CATEGORY C NOTE: VALUES FOR C4V"-ONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR 5TH ED. (2014) ALLOWS THESE FT:E66UFE6 TO BE M)LTIPLIED BY 0b TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. 4'-2' FIBERGL 3 SH O O I O x 3051-SI I 3051-5 I EGFESS EGRESS Mll OWNER'S SUITE C 5'-9' 10'-T' 3 LAv LA 1 WI,C• I ' I 4x4 e 1 POST = 4x4 POST yB O s B m I . 6 I 2 W.I.C. CLG. j e al BQRM j2 IR-ISI-IJ 8'-0' GLG. OGIT I, HATHA1 8'-0' GLG. v TUB I s I A/C LUG ro an R/A IN GLG. r ti 111 4I 1p 0 2'-3' SI T I'-,. IR-ISM-2' O I ..y122 x3b'l 42' WGI-I Ij WALL W/ I V A1YIC I e= B 2-0 9 WOOD CAP (55H) m 4-0 k ACCE55 H a BF_ IR-ISM _ ro k, m BF• IR-ISM m 4x4 7'-10' 3'-10" 3'-0' S'-0' I4'-4" POST 6' 4x4 EDRM.$3 BDRM13'-O'xl2'-0O'xl2'-0' POST 8'-0' CLG. 4 12'-O'xll'-2' LOFT 13'-5'x20'-6' v IA B 8'-0' CLG. 8'-O' CLG. m 0 T 9 9 m W 305I-SH ARCHTOP 3056-SH ARCHT O 3051-SH EGRESS EGRESS ARCOP O O Im" 14'-4" 20'-8" I 40'-0' I I L----- ----- LRJE OF IST. FLR BELOW SECOND FLOOR PLAN Y A R C H I T E C T! Grougni Inc. 1441 N. RONALD REAGAN KW. LONG WOO D, FL 32]50 PH: 407-]14b078 FM 40]-7]4-0018 w w.abdesigngmupcan wAAN: 0003325 sxmDrv. Be ]:.OTg KENSINGTON RESERVE LOT # 58) MODELA ESTERO BAY VERSION# 02) PROJECT& 2997. 000 PAGE: SECOND FLOOR PLAN w DATE: 1 O /6 /17 SCALE: 1/4"=1'-0" SHEET 4 Or 8 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method UILo 0ProjectName: Lot58KensingtonReserveEsteroBayFGRE Builder Name: RYAN HOMES Street: 3659 CRAWLEY DOWN LOOP Permit Office: 17 - 3 3 7 2 S ANFORDCity, State, Zip: SEMINOLE , FL, 32773 Permit Number: Owner: Jurisdiction: 691&0 O OgRDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2785.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1360.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1144.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 281.67 ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (1709.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1683.00 ft2 6. Conditioned floor area above grade (ft2) 3024 b. Knee Wall (Vented) R=19.0 26.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(366.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 335.25 a. U-Factor: Dbl, U=0.54 318.49 ft2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 418 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 28.4 SEER:15.00 b. Central Unit 28.4 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 28.0 HSPF:8.50 SHGC: b. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average Overhang Depth: 3.823 ft. Area Weighted Average SHGC: 0.302 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (3024.0 sqft.) Insulation Area 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1341.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1271.00 ft2 None c. other (see details) R= 412.00 ft2 15. Credits Pstat Glass/Floor Area: 0.121 Total Proposed Modified Loads: 79.33 PASS Total Baseline Loads: 80.36 1 I hereby certify that the plans and ecifications covered by Review of the plans and 0j`CiE ST.gp, this calculation are in compliance ith the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 10-11-17 Scott Pratt this building will be inspected for compliance with Section 553.908 hereby certify that this buildi , as designed, is in compliance the Florida Energy Code. Florida Statutes. ODWTI14vwith OWNER/AGENT: BUILDING OFFICIAL: DATE: 111712017 DATE: •'- / 8 Compliance requires certification by the air handier 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 5.0 ACH50 (R402.4.1.2). 10/11/2017 12:15 PM EnergyGauge® USA - v5A- Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot58Kensington Reserve Este Bedrooms: 5 Address Type: ' Street Address Building Type: User Conditioned Area: 3024 Lot # 58 Owner: Total Stories: 2 Block/SubDivision: KENSINGTON RESE of Units: 1 Worst Case: No PlatBook: Builder Name: RYAN HOMES Rotate Angle: 0 Street: 3659 CRAWLEY DOW Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691000 Whole House Fan: No City, State, Zip: SEMINOLE , Family Type: Single-family FL , 32773 New/ Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1341 11666.7 2 Block2 1683 13464 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1341 11666.7 Yes 4 1 1 Yes Yes Yes 2 2nd Floor 1683 13464 No 2 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor --- ____ 100 ft2 13 0 0 1 2 Floor over Garage 2nd Floor ____ ____ 312 ft' 13 0 0 1 3 Slab -On -Grade Edge Insulatio 1st Floor 133.5 ft 1341 ft2 0.3 0 0.7 4 Floor Over Other Space 2nd Floor ____ _-__ 1271 ft2 0.3 0 0.7 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1871 ft' 296 ft2 Medium 0.85 No 0.85 No 0 18.4 ATTIC IRCC V # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1775 ft2 N N 10/ 11/2017 12:15 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 2nd Floor 19 Blown 26 ftz 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1683 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 E Exterior Frame - Wood 2nd Floor 11 39 6 8 0 316.0 ft2 0 0.23 0.6 0 2 E Exterior Concrete Block - Int Insul 1st Floor 4.1 19 0 8 8 164.7 ft' 0 0 0.6 0 3 S Exterior Frame - Wood 2nd Floor 11 45 6 8 0 364.0 ftz 0 0.23 0.6 0 4 S Exterior Concrete Block - Int Insul 1st Floor 4.1 43 6 8 8 377.0 ft' 0 0 0.6 0 5 W Exterior Frame - Wood 2nd Floor 11 39 6 8 0 316.0 ft' 0 0.23 0.6 0 6 W Exterior Concrete Block - Int Insul 1st Floor 4.1 39 6 8 8 342.3 ft' 0 0 0.6 0 7 N Exterior Frame - Wood 2nd Floor 11 45 6 8 0 364.0 ft' 0 0.23 0.6 0 8 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 8 8 260.0 ft' 0 0 0.6 0 9 - Garage Frame - Wood 1 st Floor 11 32 6 8 8 281.7 ftz 0 0.23 0.3 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor None 39 3 6 8 20 ftz 2 Wood 1st Floor None 39 2 8 6 8 17.8 ftz 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 16.5 ftz 1 ft 0 in 3 ft 8 in Drapes/blinds Exterior 5 2 E 1 Metal Low-E Double Yes 0.54 0.31 30.5 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 3 E 2 Metal Low-E Double Yes 0.54 0.31 32.4 ft' 7 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5 4 E 2 Metal Low-E Double Yes 0.54 0.31 6.1 ft' 7 ft 0 in 0 ft 9 in Drapes/blinds None 5 S 3 Metal Low-E Double Yes 0.54 0.31 30.5 ft' 1 ft 0 in 1 ft 6 in None Exterior 5 6 S 4 Metal Low-E Double Yes 0.54 0.31 32.4 ft' 1 ft 0 in 11 ft 9 in None Exterior 5 7 W 5 Metal Low-E Double Yes 0.54 0.31 12.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 8 W 5 Metal Low-E Double Yes 0.54 0.31 30.5 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 9 W 6 Metal Low-E Double Yes 0.54 0.31 64.8 ft' 1 ft 0 in 11 ft 9 in Drapes/blinds Exterior 5 10 W 6 Metal Low-E Double Yes 0.54 0.31 32.4 ft' 11 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 11 N 7 Metal Low-E Double Yes 0.54 0.31 30.5 ft' 1 ft 0 in 1 ft 6 in None Exterior 5 12 N 8 Metal Low-E Double Yes 0.62 0.25 48.0 ftz 11 ft 0 in 0 ft 10 in None Exterior 5 10/11/2017 12:15 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 426 ft2 426 ft2 50.5 ft 8.7 ft 3 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000264 2094.2 114.97 216.22 .2373 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump None None HSPF:8.5 28 kBtu/hr 1 HSPF:8.5 28 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 15 28.4 kBtu/hr 0 cfm 0.75 1 SEER: 15 28.4 kBtu/hr 0 cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply --- Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 335.25 Attic 6 418 ft2 Attic Attic 67.05 ft Default Leakage 2nd Floor (Default) (Default) 83.6 ft2 Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 10711/2017 12:15 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[ j Jan Heatin[ Jan j Feb X] Feb Mar X Mar Apr APr MayMay rj Jun Jun X] Jul Jul Aurj Au n Se SeP Oct j Oct Nov X] Nov Dec DecHVentin [ j Jan Feb X Mar X] A r l 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 10/11/2017 12:15 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 3659 CRAWLEY DOWN LOOP, SEMINOLE, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1360.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1144.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 281.67 ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1683.00 ft2 6. Conditioned floor area (ft2) 3024 b. Knee Wall (Vented) R=19.0 26.00 ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.54 318.49 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor R ft2 6 335.25 SHGC: SHGC=0.31 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 418 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 28.4 SEER:15.00 SHGC: b. Central Unit 28.4 SEER:15.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average Overhang Depth: 3.823 ft. b. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average SHGC: 0.302 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1341.00 ft2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1271.00 ft2 c. other (see details) R= 412.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above e ergy saving features which will be installed (or exceeded) in this home before final inspecti. Otherwise, a new EPL Display Card will be completed based on installed Code complia features. Builder Signature: Address of New Home: 3659 CraWTev Down Loo Date: 11/7/2017 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. 10/11/2017 12:15 PM 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: 3659 CRAWLEY DOWN LOOP Permit Number: SEMINOLE , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. El 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 L/s/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. 11 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)8,11 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)(0, (g), or (i), Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/11/2017 12:15 PM 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). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table 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 TMA, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 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. 10/11/2017 12:15 PM 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: 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. 10/11/2017 12:15 PM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot58Kensington Reserve Estero BayFGRE Builder Name: RYAN HOMES Street: 3659 CRAWLEY DOWN LOOP Permit Office: City, State, Zip: SEMINOLE , 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 10/ 11/2017 12:15 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Reportwrightsoft® ZONE 1 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 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Design Conditions Job: LotEiWensingtonReserv... Date: 8-30-11 By: EJH Outdoor design DB: 92.5°F Sensible gain: 22139 Btuh Entering coil DB: 78.3°F Outdoor design WB: 76.21F Latent gain: 5065 Btuh Entering coil WB: 64.31F Indoor design DB: 75.0°F Total gain: 27205 Btuh Indoor RH: 50% Estimated airflow: 947 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Sensible capacity: 23980 Btuh 108% of load Latent capacity: 5385 Btuh 106% of load Total capacity: 29365 Btuh 108% of load SHR: 82% Design Conditions Outdoor design DB: 42.3°F Heat loss: 20060 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Output capacity: 27353 Btuh 136% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 947 cfm Output capacity: 5.4 kW 92% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Capacity balance: 35 OF Economic balance: -99 OF 2017-Oct-11 11:55:32 y.. wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 im... Bay FGRE\Lot58KensingtonRes erveEsteroBayFGRE. rup Calc = MJ8 House faces: E For: RYAN HOMES 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Design Conditions Outdoor.design DB: 92.5°F Sensible gain: 20658 Btuh Entering coil DB: 78.5°F Outdoor design WB: 76.2°F Latent gain: 5335 Btuh Entering coil WB: 64.7°F Indoor design DB: 75.0°F Total gain: 25993 Btuh Indoor RH: 50% Estimated airflow: 947 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Actual airflow: 947 cfm Sensible capacity: 23352 Btuh Latent capacity: 5441 Btuh Total capacity: 28793 Btuh Design Conditions Outdoor design DB: 42.3°F Indoor design DB: 70.0°F Model: GSZ140301K+ASPT37C14A 113% of load 102% of load 111% of load SHR: 81% Heat loss: 16588 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ASPT37C14A Actual airflow: 947 cfm Output capacity: 27456 Btuh 166% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 947 cfm Output capacity: 4.6 kW 95% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 67.6°F Capacity balance: 30 OF Economic balance: -99 OF 2017-Oct-11 11:55:32 WrlghtSOft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 ACCI.... Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E uu. ® Component Constructions Job: Lot58KensingtonReserv.. r''01t$Q Entire House Date: 8-30-11 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: RYAN HOMES 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (IF) 70 75 Elevation: 105 ft Design TD (IF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) 16 ( M) Method Simplified Wet bulb (IF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuh/ft= °F ft-F/Btuh Btuh/W Btu Btuh/V Btu Walls 126-0sw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board 1nt fnsh Partitions 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 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, 114" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 118" thk; NFRC rated (SHGC=0.25); 11 ft overhang (8 ft window ht, 0.83 ft sep.); 6.67 ft head ht n 318 0.097 11.0 2.69 853 2.76 876 e 269 0.097 11.0 2.69 723 2.76 742 s 318 0.097 11.0 2.69 853 2.76 876 w 274 0.097 11.0 2.69 735 2.76 755 all 1178 0.097 11.0 2.69 3164 2.76 3249 n 212 0.201 0 5.57 1180 4.37 927 e 100 0.201 0 5.57 557 4.37 437 s 364 0.201 0 5.57 2029 4.37 1593 w 245 0.201 0 5.57 1365 4.37 1072 all 922 0201 0 5.57 5131 4.37 4029 n 4 0.049 19.0 1.36 5 3.64 13 ne 1 0.049 19.0 1.36 2 3.64 5 e 7 0.049 19.0 1.36 9 3.64 24 se 1 0.049 19.0 1.36 2 3.64 5 s 4 0.049 19.0 1.36 5 3.64 13 sw 1 0.049 19.0 1.36 2 3.64 5 w 7 0.049 19.0 1.36 9 3.64 24 nw 1 0.049 19.0 1.36 2 3.64 5 all 26 0.049 19.0 1.36 35 3.64 93 303 0.097 11.0 2.69 814 1.75 530 n 31 0.540 0 15.0 456 15.9 486 e 31 0.540 0 15.0 456 39.2 1196 s 31 0.540 0 15.0 456 16.3 497 w 31 0.540 0 15.0 456 39.2 1196 all 122 0.540 0 15.0 1825 27.7 3376 n 48 0.620 0 17.2 824 16.1 772 2017-Oct-11 11:55:32 wrightsoft® ' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 4CCI1... Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 17 0.540 0 15.0 247 39.2 647 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.5 ft window ht, 3.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, cir innr, e 39 0.540 0 15.0 577 21.9 845 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 ft overhang (6.25 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, e 6 0.540 0 15.0 92 23.6 145 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 ft overhang (6.7 ft window ht, 1.3 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, s 39 0.540 0 15.0 577 17.4 671 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.25 ft window ht, 11.75 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, w 12 0.540 0 15.0 179 39.2 471 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, w 65 0.540 0 15.0 969 39.2 2540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.25 ft window ht, 11.75 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, w 32 0.540 0 15.0 484 15.9 516 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (5.25 ft window ht, 0.83 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type e 20 0.390 0 10.8 216 12.0 241 n 18 0.390 0 10.8 192 12.0 214 all 38 0.390 0 10.8 408 12.0 455 Ceilings 166-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1775 0.032 30.0 0.89 1574 1.74 3088 gypsum board int fnsh Floors 19C-19cscp: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-2 ext ins, r-19 189 0.049 30.0 0.47 89 0.30 56 cav ins, tight crwi ovr, r-11 wall insul 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, amb 100 0.068 13.0 1.88 188 0.98 98 ovr 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 88 0.068 13.0 1.88 165 0.98 86 22A-tpl: Bg floor, light dry soil, on grade depth 135 0.989 0 27.4 3698 0 0 2017-Oct-11 11:55:32 wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 ZC... Bay FGRE\Lot58KensingtonRes erveEsteroBayFGRE. rup Calc = MJ8 House faces: E Component Constructions Job: Lot58KensingtonReserv... WCIgi1tS® Date:' 8-30-11 ZONE 1 By: EJH 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 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (IF) 42 93 Infiltration: Daily range (OF) - 16 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' BtuhM °F ft'-°FBtuh Btuh/ft2 Btu Btuh/ft2 Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 212 0.201 0 5.57 1180 4.37 927 board intfnsh a 100 0.201 0 5.57 557 4.37 437 s 364 0.201 0 5.57 2029 4.37 1593 w 245 0.201 0 5.57 1365 4.37 1072 all 922 0.201 0 5.57 5131 4.37 4029 Partitions 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2omd: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, cir innr, n 114" gap, 1/8" thk; NFRC rated (SHGC=0.25); 11 it overhang (8 ft window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 118" thk; NFRC rated (SHGC=0.31); 7 ft overhang (6.25 ft window ht, 1.17 It sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 It overhang (6.7 ft window ht, 1.3 It sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.25 ft window ht, 11.75 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, cir innr, w 1/4" gap, 118" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.25 ft window ht, 11.75 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (5.25 ft window ht, 0.83 ft sep.); 6.67 ft head ht 303 0.097 11.0 2.69 814 1.75 530 48 0.620 0 17.2 824 15.1 772 39 0.540 0 15.0 577 21.9 845 6 0.540 0 15.0 92 23.6 145 39 0.540 0 15.0 577 17.4 671 65 0.540 0 15.0 969 39.2 2540 32 0.540 0 15.0 484 15.9 516 Doors 11 DO: Door, wd sc type e 20 0.390 0 10.8 216 12.0 241 n 18 0.390 0 10.8 192 12.0 214 all 38 0.390 0 10.8 408 12.0 455 2017-Oct-11 11:55:32 wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 3 Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E Ceilings 166-30ad: Attic ceiling, asphalts hingles roof mat, r-30 ceiI ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 57 0.032 30.0 0.89 51 1.74 99 135 0.989 0 27.4 3698 0 0 2017-Oct-11 11:55:32 wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 4 Bay FGRE\Lot58KensingtonRes erveEsteroBayFGRE. rup Calc = MJ8 House faces: E Component Constructions, Job: Lot58KensingtonReserv... wrightsoft® Date: 8-30-11 ZONE Z 'By: EJH 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 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 ljjl,ill Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (°F) 28 18 Latitude: 280N 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 Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft BtuhV °F ft=-"FBtuh Btuh/ft' Btu BtuhV Btu Walls 128-0sw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, Tx4" wood frm, 16" o.c. stud 16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board int fnsh Partitions none) 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); 1 ft overhang (5.08 ft window ht, 1.5 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); 1 ft overhang (5.5 ft window ht, 3.67 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); 1 ft overhang (4 ft window ht, 1.5 ft sep.); 6.67 ft head ht Doors none) n 318 0.097 11.0 2.69 853 2.76 876 e 269 0.097 11.0 2.69 723 2.76 742 s 318 0.097 11.0 2.69 853 2.76 876 w 274 0.097 11.0 2.69 735 2.76 755 all 1178 0.097 11.0 2.69 3164 2.76 3249 n 4 0.049 19.0 1.36 5 3.64 13 ne 1 0.049 19.0 1.36 2 3.64 5 e 7 0.049 19.0 1.36 9 3.64 24 se 1 0.049 19.0 1.36 2 3.64 5 s 4 0.049 19.0 1.36 5 3.64 13 sw 1 0.049 19.0 1.36 2 3.64 5 w 7 0.049 19.0 1.36 9 3.64 24 nw 1 0.049 19.0 1.36 2 3.64 5 all 26 0.049 19.0 1.36 35 3.64 93 n 31 0.540 0 15.0 456 15.9 486 e 31 0.540 0 15.0 456 39.2 1196 s 31 0.540 0 15.0 456 16.3 497 w 31 0.540 0 15.0 456 39.2 1196 all 122 0.540 0 15.0 1825 27.7 3376 e 17 0.540 0 15.0 247 39.2 647 w 12 0.540 0 15.0 179 39.2 471 2017-Oct-11 11:55:32 wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 5 v%... Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 19C-19cscp: Fir floor, frm fir, 6" thkns, carpet flr fnsh, r-2 ext ins, r-19 cav ins, tight crwl ovr, r-11 wall insul 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, amb ovr 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 1718 0.032 30.0 0.89 1523 1.74 2988 189 0.049 30.0 0.47 89 0.30 56 100 0.068 13.0 1.88 188 0.98 98 88 0.068 13.0 1.88 165 0.98 86 2017-Oct-11 11:55:32 wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 6 Bay FGRE\Lot58KensingtonRes erveEsteroBayFGRE. rup Calc: MJ8 House faces: E Project Summary Job: LoMll(ensingtonReserv... wrights®ft® Entire House y Byte. EJH t 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 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 10-11-17 SRP 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 25883 Btuh Structure 28054 Btuh Ducts 8275 Btuh Ducts 12406 Btuh Central vent (82 cfm) 2489 Btuh Central vent (82 cfm) 1573 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 36647 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 42032 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4541 Btuh Ducts 3316 Btuh Central vent (82 cfm) 2543 Btuh Heating Cooling Area (ft2) 3024 3024 Equipment latent load 7857 Btuh Volume (ft3) 25876 25876 Air changes/hour 0.37 0.19 Equipment Total Load (Sen+Lat) 49890 Btuh Equiv. AVF (cfm) 160 82 Req. total capacity at 0.70 SHR 5.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C -- wri htsoft 2017-Oct-11 11:age 19Right-SuiteQtl Universal 2017 17.0.23 RSU23828 Page 1 ACCP.... Bay FGRE\Lot58KensingtonRes erveEsteroBayFGRE.rup Calc = MJ8 House faces: E Project Summary Job: LoMl(ensingtonReserv... wrightsoft° ZONE Date: 8-30-11NE1By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 0 For: RYAN HOMES 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 10-11-17 SRP Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 IF Heating Summary Structure 15870 Btuh Ducts 3340 Btuh Central vent (28 cfm) 850 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 20060 Btuh Infiltration Orlando/Jetport, FL, US Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 15847 Btuh Ducts 5755 Btuh Central vent (28 cfm) 537 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 22139 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2978 Btuh Ducts 1219 Btuh Central vent (28 cfm) 868 Btuh Heating Cooling Outside air Area (ft2) 1341 1341 Equipment latent load 5065 Btuh Volume (ft3) 12124 12124 Air changes/hour 0.37 0.19 Equipment Total Load (Sen+Lat) 27205 Btuh Equiv. AVF (cfm) 74 38 Req. total capacity at 0.75 SHR 2.5 ton Heating Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI Model GSZ140301 K AH R I ref :8242621 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 35 OF Backup: 8.5 HSPF 28000 Btuh Qa 470F 27 OF 947 cfm 0.049 cfm/Btuh 0.40 in H 20 Input = 5 kW, Output = 18356 Btuh, 100 AFUE Cooling Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Cond GSZ140301 K Coil ASPT37C14A AHRI ref :8242621 Efficiency 12.5 EER, 15 SEER Sensible cooling 21300 Btuh Latent cooling 7100 Btuh Total cooling 28400 Btuh Actual air flow 947 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WI'1 F7t50ft' 2017-Oct-1111:55:32 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 ACCA...Bay FGR E\Lot58KensingtonReserveEsteroBay FGR E. rup Calc = MJ8 House faces: E Project Summary Job: Lot!iWensingtonResery roj Y ... wrightsoft® Date: 8-30-11 ZONE 2 By: EJH 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 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 10-11-17 SRP D' • o • Weather: Orlando/Jetport, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 IF Outside db 93 OF Inside db 70 OF Inside db 75 IF Design TD 28 IF Design TD 18 IF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 10013 Btuh Ducts 4935 Btuh Central vent (54 cfm) 1639 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 16588 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 He 1683ing Co oling 1683 13751 13751 0.37 0.19 86 44 Heating Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI Model GSZ140301 K AHRI ref :8242621 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 IF Backup: 8.5 HSPF 28000 Btuh @ 470F 27 OF 947 cfm 0.063 cfm/Btuh 0.40 in H2O Input = 5 kW, Output = 15735 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 12737 Btuh Ducts 6885 Btuh Central vent (54 cfm) 1036 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20658 Btuh Latent Cooling Equipment Load Sizing Structure 1563 Btuh Ducts 2097 Btuh Central vent (54 cfm) 1675 Btuh Outside air Equipment latent load 5335 Btuh Equipment Total Load (Sen+Lat) 25993 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DIST[... Cond GSZ140301 K Coil ASPT37C14A AHRI ref :8242621 Efficiency 12.5 EER, 15 SEER Sensible cooling 21300 Btuh Latent cooling 7100 Btuh Total cooling 28400 Btuh Actual air flow 947 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 0.79 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2017-Oct-11 11:age 3gRight -Suite® Universal 2017 17.0.23 RSU23828 Page 3 ACCA... Bay FGRE\Lot58KensingtonReserve Est eroBayFGRE.rup Calc = MJ8 House faces: E 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: Lot58KensingtonReserveEs... Date: 8-30-11 By: EJH 1 Room name Entire House ZONE 1 2 Exposed wall 301.0 ft 135.0 ft 3 Room height 8.3 ft 8.7 ft 4 Room dimensions 5 Room area 3117.9 ft2 1399.0 ft2 Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load number Btuh/ft2-*F) BtuWft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12B-Osw 0.097 n 2.69 2.76 348 318 853 876 0 0 0 0 I--G 2A-2om 0.540 n 14.96 15.94 31 0 456 486 0 0 0 0 W 13A-2ocs 0.201 n 5.57 4.37 260 212 1180 927 260 212 1180 927 L-G 2A-2omd 0.620 n 17.17 16.08 48 0 824 772 48 0 824 772 11 W 16A 19ad t! 0.049 n 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 12B-0sw 0.097 e 2.69 276 316 269 723 742 0 0 0 0 2A-2om 0.540 a 14.96 39.23 31 0 456 1196 0 0 0 0 2A-2om 0.540 e 14.96 39.23 17 0 247 647 0 0 0 0 13A-20cs 0.201 a 5.57 4.37 165 100 557 437 165 100 557 437 2A-2om 0.540 e 14.96 21.92 39 57 577 845 39 57 577 845 2A-2om 0.540 e 14.96 23.55 6 8 92 145 6 8 92 145 11D0 0.390 e 10.80 12.03 20 20 216 241 20 20 216 241 W 16A-:19ad 0.049 a s. 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 y/ 12B'0sw' 0.097 s 269 276 348 318 853 876 0 0 0 0 t G 2A-2om 0.540 s 14.96 16.28 31 47 456 497 0 0 0 0 Vt/ 13A-20cs 0.201 s 5.57 4.37 403 364 2029 1593 403 364 2029 1593 L-.G 2A-2om 0.540 s 14.96 17.42 39 0 577 671 39 0 577 671 W 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 0 0 0 0 1 l 12B-0sw 0.097 w 2.69 2.76 316: 274 735 755 0 0 0 0 2A-2om 0.540 w 14.96 39.23 12 0 179 471 0 0 0 0LI-G 2A-2om 0.540 w 14.96 39.23 31 0 456 1196 0 0 0 0 W 13A-20cs 0.201 w 5.57 4.37 342 245 1365 1072 342 245 1365 1072 2A-2om 0.540 w 14.96 39.23 65 0 969 2540 65 0 969 2540 2A-2om 0.540 w 14.96 15.94 32 65 484 516 32 65 484 516 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 1 1 2 5 0 0 0 0 q12B-0sw 0.097 2:69 1.75 321 303 814 530 321 303 814 530 11DO 0.390 n 10.80 1203 18 18 192 214 18 18 192 214D C 16B-30ad 0.032 0.89 1.74 1775 1775 1574 3088 57 57 51 99 F 19C-19cscp 0 049 0,47 0.30 189 189 89 56 0 0 0 0 F 20P-13c 0.068 1.88 0.98 100 100 188 98 0 0 0 0 F 2OP-13c 0.068 1.88 0.98 88 88 165 86 0 0 0 0 F 22A-to 0.989 27.40 0.00 1399 135 3698 0 1399 135 3698 0 6 c) AED excursion 717 1247 Envelope loss/gain 21040 22383 13624 11849 12 a) Infiltration 4844 1571 2246 729 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants pa 230 10 2300 9 2070 Appliances/other 1800 1200 Subtotal (lines 6 to 13) 25883 28054 15870 15847 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 25883 28054 15870 15847 15 Duct loads 32°/ 45% 8275 12406 21 % 36 % 3340 5755 Total room load 34158 40460 19210 21602 Air required (cfm) 1894 1894 947 947 i Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriigF tsoft' 2017-Oct-11 11:55:32 AC -UN Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 BayFGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E wrightsoft, Right-M 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: Lot58Kensin gtonReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE 2 2 Exposed wall 166.0 ft 3 Room height 8.0 ft 4 Room dimensions 5 Room area 1718.9 ft2 Ty Construction U-value Or HTM Area (ft) Load Area Load number Btuh/W-OF) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vj/ 12B-Osw 0.097 n 2.69 2.76 348 318 853. 876 t-- C; 2A-2om 0.540 n 14.96 15.94 31 0 456 486 j 13A- 2ocs 0.201 n 5.57 4.37 0 0 0 0 G 2A-2cmd 0.620 n 17.17 16.08 0 0 0 0 1 1 W 16A-19ad 0.049 n 1.36 3.64 4 4 5 13 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 12B- 0sw 0.097. a 269 2.76 316 269 723 742 2A- 2om 0.540 a 14.96 39.23 31 0 456 1196 2A- 2om 0.540 a 14.96 39.23 17 0 247 647 13A- 2ocs 0.201 a 5. 4. 0 0 0 0 2A- 2om 0.540 e 14.9696 21.9292 0 0 0 0 2A- 20m 0.540 e 14.96 23.55 0 0 0 0 11 DO 0.390 a 10.80 12.03 0 0 0 0 1N 16A-19ad 0.049 a 1.36 3.64 7 7 9 24 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 y! 12B-0sw 0.097 s 2.69 2.76 348 318 853.. 876 I-- G 2A-2om 0.540 s 14.96 16.28 31 47 456 497 V/ 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 L- G 2A-2om 0.540 s 14.96 17.42 0 0 0 0 N/ 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 128- dsw 0.097 w 2.69 2.76 316 274 735 755 2A- 2om 0.540 w 14.96 39.23 12 0 179 471 2A- 2om 0.540 w 14.96 39.23 31 0 456 1196 y/ 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 I GG 2A-2om 0.540 w 14.96 15.94 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 W R 16A- 19ad 12B- 0sw 0. 049 0. 097 nw 1.36 2. 69 3. 64 1. 75 1 0 1 0 2 0 5 0 D 11 DO 0.390 n 10.80 12.03 0 0 0 0 C 166-30ad 0.032 0.89 1.74 1718 1718 1523 2988 F 190-19cscp 0.049 0.47 0.30 189 189 89 56 F 20P-13c 0.068 1.88 0.98 100 100 188 98 f 20P-13c" 0.068 1.88 0.98 88 88 165 86. F 22A-tpl 0.989 27.40 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 7415 11064 12 a) Infiltration 2598 843 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/ other 600 Subtotal ( lines 6 to 13) 1 10013 12737 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 10013 12737 15 Duct loads 49% 54% 4935 6885 Total room load 14949 19622 Air required (cfm) 1 947 947 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSOft' Right -Suite® Universal 2017 17.0.23 RSU23828 2017- Oct-11!1 FaSe 2 C A...BayFGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E g wrightsoft° Right-JO Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE 1 KIT/DINETTE 2 Exposed wall 135.0 ft 37.0 ft 3 Room height 8.7 ft 8.7 ft heat/cool 4 Room dimensions 12.5 x 24.5 ft 5 Room area 1399.0 ftz 306.3 ft2 Ty Construction U-value Or HTM Area (ft Load Area (ftz) Load number Btu1h/ft2-0F) 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/ 128-0sw 0.097 n 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 Vt/ 13A-2ocs 0.201 n 5.57 4.37 260 212 1180 927 0 0 0 0 I- ( 2A-2omd 0.620 n 17.17 16.08 48 0 824 772 0 0 0 0 11 W 16A-19ad 0.049 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 0.00 0.00 0 0 0 0 0 0 0 0 WWW 1213-0sw 0.097 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 f-- G 2A-2om 0,540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.57 4.37 165 100 557 437 0 0 0 0 2A- 2om 0.540 e 14.96 21.92 39 57 577 845 0 0 0 0 2A- 2om 0.540 a 14.96 23.55 6 8 92 145 0 0 0 0 11 DO 0.390 a 10.80 12.03 20 20 216 241 0 0 0 0 W 16A-19ad 0.049 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12B=0sw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 L. G 2A-2oin 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 Vl/ 13A-2ocs 0.201 s 5.57 4.37 403 364 2029 1593 212 212 1182 928 G 2A-2om 0.540 s 14.96 17.42 39 0 577 671 0 0 0 0 V 16A-19ad 0.049 s 0.00 0.00 r.- 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 1213- 0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 V f 13A-20cs 0.201 w 5.57 4.37 342 245 1365 1072 108 76 423 332 2A- 2om 0.540 w 14.96 39.23 65 0 969 2540 32 0 484 1270 2A- 2om 0.540 w 14.96 15.94 32 65 484 516 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 0 0 0 0 R f25-0sw 0.097 2.69 1.75 321 303 814 530 0 0 0 0 L- D 11DO 0.390 n 10.80 1203 18 18 192 214 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 57 57 51 99 0 0 0 0 F`: 19C-19cscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 1399 135 3698 0 306 37 1014 0 6 c) AED excursion 1247 405 Envelope loss/gain 13624 11849 3103 2935 12 a) Infiltration 2246 729 615 200 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 9 2070 0 0 Appliances/ other 1200 1200 Subtotal ( lines 6 to 13) 15870 15847 3718 4335 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15870 15847 3718 4335 15 Duct loads 21 % 36% 3340 5755 21 % 36%1 7831 1574 Total room load 19210 21602 4501 5909 Air required (cfm) 947 947 222 259 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright540ft- 2017-Oct-11 11:55:32 A Right - Suite® Universal 2017 17.0.23 RSU23828 Page 3 Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Cale = MJ8 House faces: E wrightsoftm Right-J® Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name FAMILY HALL 2 Exposed wall 27.0 ft 0 it 3 Room height 8.7 ft heat/cool 8.7 ft heat/cool 4 Room dimensions 1.0 x 409.8 ft 1.0 x 147.5 it 5 Room area 409.8 ft2 147.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtuWft2-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12B-Osw 0.097 n 0.00 0.00 0 0 0 0_ 0 0 0 0 T- G2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 N/ 13A-2ocs 0.201 n 5.57 4.37 87 39 215 169 0 0 0 0 1- G 2A-2omd 0.620 n 17.17 16.08 48 0 824 772 0 0 0 0 11 W- 16A-19ad 0.049 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 no 0.00 0.00 0 0 0 0 0 0 0 0 V 12B-Osw 0.097 a 0.00 0.00 0 0 0 0 0 0 0 0 I- G 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 t 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 20cs 0.201 e 5. 4. 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.9696 21.9292 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 23.55 0 0 0 0 0 0 0 0 11 DO 0.390 a 10.80 12.03 0 0 0 0 0 0 0 0 1N 16A-19ad 0.049 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 V+/ 12B-0sw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 T- G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 13A- 20cs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 tjt-G 2A-2om 0.540 s 14.96 17.42 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 12B- 0s7w 0.097 w 0..00 0.00 0 0 0 0 0 0 0 0 G 2A 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 V/ 13A-20cs 0.201 w 5.57 4.37 147 115 640 503 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 32 0 484 1270 0 0 0 0 l_ GG 2A-2om 0.540 w 14.96 15.94 0 0 0 0 0 0 0 0 w 16A-19ad 0.049. w 0.00 0.00 0 0 0 0. 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 0 0 0 0 Fj 12B-Osw 0.097 2.69 1.75 0:: 0 0 0 169 151 406 265 L- D 11DO 0.390 n 10.80 1203 0 0 0 0 18 18 192 214 C 16B-30ad 0.032 0.89 1.74 0 0 0 0 0 0 0 0 F 19C-19cscp' 0,049 0.00 0:00 0 0' 0` 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 410 27 740 0 148 0 0 0 6 c) AED excursion 249 22 Envelope loss/gain 2904 2963 598 456 12 a) Infiltration 449 146 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 5 1150 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 3353 4259 598 686 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 372 340 14 Subtotal 3353 4259 970 1026 15 Duct loads 21 % 36 % 706 1546 21 % 36 % 204 373 Total room load 4058 5805 1175 1398 Air required (cfm) 200 254 58 61 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4CQA wreghtsoft" Right -Suite® Universal 2017 17.0.23 RSU23828 2017- Oct-11 11Pa5 e 4 BayFGRE\ Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E g wrightsofr Right-M Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensington ReserveEs... Date: 8-30-11 By: EJH 1 Room name 1STFLR BTH 1STFLR BD 2 Exposed wall 5.5 ft 24.5 ft 3 Room height 8.7 ft heat/cool 8.7 ft heat/cool 4 Room dimensions 5.5 x 5.6 ft 1.0 x 151.8 ft 5 Room area 30.7 ft2 151.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (M Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yJ 1213-0sw 0.097 n 0.00 0.00 0 0- 0 0 0 0 0 0 2A- 2om 0.540 n 0.00 0.00 0 0 0 0 0- 0 0 0 VLG13A- 2ocs 0.201 n 5.57 4.37 48 48 265 208 126 126 700 549 2A- 2omd 0.620 n 17.17 16.08 0 0 0 0 0 0 0 0 11 W `; 16A-19ad 0.049 ri 0.00 0.00 0 0 0' 0 0 0 0 0 W 16A-19ad 0,049 ne 0.00 0.00 0 0 0 0 0 0 0 0 128- 0sw 0.097 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0:540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 21.92 0 0 0 0 0 0 0 0 2A- 20m 0.540 e 14.96 23.55 0 0 0 0 0 0 0 0 11DO 0.390 a 10.80 12.03 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12 B-0sw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 t G 2A-2om 0.540 s 0.00 0.00 0 0' 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 L- G 2A-2om 0.540 s 14.96 17.42 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 0`. 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 12B- 0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 Vl/ 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 87 54 302 237 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 l_ GG 2A-2om 0.540 w 14.96 15.94 0 0 0 0 32 32 484 516 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 0 0 0 0 R 1213-0sw 0.097 2.69 1.75 48 48 128 83 0 0 0 0 L-- D 11DO 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0. 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 30 6 151 0 152 25 671 0 6 c) AED excursion 10 683 Envelope loss/gain 544 282 2157 1986 12 a) Infiltration 91 30 408 132 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) 1636 311 25651 2118 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 636 311 2565 2118 15 Duct loads 21 % 36% 134 113 21 % 36 % 540 769 Total room load 769 424 3105 2887 Air required (cfm) 38 19 153 127 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigt t5oft" 2017-Oct-111 11:55 32 Right - Suite® Universal 2017 17.0.23.RSU23828 Page 5 BayFGRE\ Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E wrightsoft Right-M Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name DINING STUDY 2 Exposed wall 11.0 ft 23.5 ft 3 Room height 8.7 ft heat/cool 8.7 ft heat/cool 4 Room dimensions 12.5 x 11.0 ft 12.5 x 11.0 ft 5 Room area 137.5 ft2 137.5 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ft') Load number BtuIVft2-0F) 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 y/ 12B-0sw 0.097 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.540 n 0.00 0.00 0 0 0. 0 0 0 0 0 13A- 2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 2A- 2omd 0.620 n 17.17 16.08 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.649 n 0.00 0,00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 0.00 0.00 0 0 0 0 0 0 0 0 V 12B-0sw 0.097 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 LG2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.57 4.37 0 0 0 0 108 70 389 305 T Z2 2A- 2om 0.540 e 14.96 21.92 0 0 0 0 39 29 577 845 2A- 2om 0.540 e 14.96 23.55 0 0 0 0 0 0 0 0 11 DO 0.390 a 10.80 12.03 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 0.00 0.00 0. 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 VI/ 126-0sw 0.097 s 0.00 0.00 0 0: 0 0 0 0 0 0 G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.57 4.37 95 57 316 248 95 95 531 417 I-. G 2A-2om 0.540 s 14.96 17.42 39 0 57671 0 0 0 0 W. 16A-19ad 0.049.: s 0.00..;:.' 000 0. 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 Vj/ 126-0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 G T 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-20cs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 IG2A-2om 0.540 w 14.96 15.94 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 0 0 0 0 q 12B-0sw` 0.097 2.69 1.75 0 0 0 0 0 0 0 0 L- 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 0 0 0 0 38 38 33 65 F 19C-19cscp 0.049 0.00 0.00 0 0` 0 0 0 01 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F1.:; r 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 138 11 301 0 138 24 644 0 6 c) AED excursion 37 63 Envelope loss/gain 1194 956 2173 1569 12 a) Infiltration 183 59 391 127 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1377 1246 2564 1926 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 57 52 630 575 14 Subtotal 1434 1298 3193 2501 15 Duct loads 21% 36% 302 471 21 % 36% 672 908 Total room load 1736 1769 3865 3409 Air required (cfm) 1 86 78 191 149 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i 1 tsofC 2017- Oct-11 11:55:32 A sL 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 6 wrBayFGRE\ Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E I I- wrightsoft Right-M Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Ken sing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name FOYER 2 Exposed wall 6.5 ft 3 Room height 8.7 ft heat/cool 4 Room dimensions 6.5 x 12.0 ft 5 Room area 78.0 ftz Ty Construction U-value Or HTM Area (ft Load Area Load number Btuh/ftz-OF) Btuh/ftz) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t--G 12B- Osw 0.097 n 0.00 0.00 0 0 0 0 2A- 2om 0.540 n 0.00 0.00 0. 0 0 0 13A- 2ocs 0.201 n 5.57 4.37 0 0 0 0 2A- 2omd 0.620 n 17.17 16.08 0 0 0 0 11 VV 16A-19ad 0.049 n 0.00 0.00 0 0 0. 0 W 16A-19ad 0.049 ne 0.00 0.00 0 0 0 0 T 1213-0sw 2A- 2om 0. 097 0. 540 e a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0:00 0.00 0 0 0 0 13A- 2ocs 0.201 a 5.57 4.37 56 30 168 132 2A- 2om 0.540 e 14.96 21.92 0 0 0 0 2A- 2om 0.540 a 14.96 23.55 6 4 92 145 11DO 0.390 a 10.80 12.03 20 20 216 241 W ` i m-19ad 0.049 a 0.00 0.00 O i 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 VL- G129-0sw 0.097 s 0.00 0.00 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 t-- G 13A- 2ocs 0.201 s 5.57 4.37 0 0 0 0 2A- 2om 0.540 s 14.96 17.42 0 0 0 0 N/ 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 12& 0sw 0.097 w 0.00 0.00 6 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 y! 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 L_{ G 2A- 2om 0.540 w 14.96 15.94 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 W L- Z 16A- 19ad 213- 0sw 1110. 049 0. 097 nw 0.00 2. 69 0. 00 1. 75 0 104 0 104 0 279 0 182 DO 0.390 n 10.80 12.03 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 20 20 17 34 F 19C-19oscp 0.049 0.00 0.00 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 F 20P-13c 0.068 0.06 i 0.00 0 0 0.1 0 F 22A-10 0.989 27.40 0.00 78 7 178 0 6 c) AED excursion 32 Envelope loss/gain 951 702 12 a) Infiltration 108 35 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/ other 0 Subtotal ( lines 6 to 13) 1059 967 Less external load 0 0 Less transfer 0 0 Redistribution 1059 967 14 Subtotal 0 0 15 Duct loads 21 % 36% 0 0 Total room load 0 0 Air required (cfm) 0 0 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wr ightSoft` 2017- Oct-11 11:55:32 A Right - Suite® Universal 2017 17.0.23 RS023828 Page 7 Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E wrightsoft° Right-M Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Ken sing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE 2 BDRM4 2 Exposed wall 166.0 ft 12.0 ft 3 Room height 8.0 ft 8.0 ft heat/cool 4 Room dimensions 12.0 x 15.5 ft 5 Room area 1718.9 ftz 186.0 ftz Ty Construction U-value Or HTM Area (ftq Load Area (ftz) Load number Btuh/ft2°F) BtuWft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12B-0sw 0.097 n 2.69 2.76 348 318 853 876 0 0 0 0 G 2A-2om 0.540 n 14.96 15.94 31 0 456 486. 0 0 0 0 j 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2omd 0.620 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A=19ad 0.049 n 1.36 3.64 4 4 5 13 0 0. 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 12B- 0sw 0.097 e 2.69 276 316 269 723 742 96 80 214 219 2A- 2om 0.540 a 14.96 39.23 31 0 456 1196 0 0 0 0 2A- 2om 0.540 a 14.96 39.23 17 0 247 647 17 0 247 647 13A- 2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0_ 0 0 0 0 0 2A- 2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 7: 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 t- G 12B= 0sw 0,097: s 2.69 276 348 318 853 876 0 0 0 0 2A- 2om 0.540 s 14.96 16.28 31 47 456 497 0 0 0 0 Y_ G0.00 13A-2ocs 0.201 s 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19aH 0.049 s 1.36 3.64 4• 4 5 13 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 0 0 0 0 12B 0sw` 0.097 w 2.69 276 316 274 735 755 0 0 0 0 G T2A-2om 0.540 w 14.96 39.23 12 0 179 471 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 31 0 456 1196 0 0 0 0 l 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 W: 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 1 1 2 5 0 0 0 0 R 12B-0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 1718 1718 1523 2988 186 186 165 323 F 19C-19cscp 0.049 0'47 0.30 180 189 89 56 0 0 6 0 F 20P-13c 0.068 1.88 0.98 100 100 188 98 0 0 0 0 F 20P-13c 0.068 1.88 0.98 88 88 165 86 88 88 165 86 F 22A-to 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 17 Envelope loss/gain 7415 11064 791 1259 12 a) Infiltration 2598 843 184 60 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 10013 12737 975 1319 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 10013 12737 975 1319 15 Duct loads 49% 54% 4935 6885 49% W/o 4801 713 Total room load 1 14949 19622 1455 2031 Air required (cfm) 947 947 92 98 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fd Wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU23828 2017- Oct-11 1 Page 8 4CA... Bay FGRE\Lot58KensingtonReserve Est eroBayFGRE. rup Calc = W8 House faces: E wrightsoftRight-M Worksheet ZONE 2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensing ton ReserveEs... Date: 8- 30-11 By: EJH 1 Room name BDRM3 LOFT 2 Exposed wall 30.5 ft 40.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 205.5 ft 205.5 ftz 1.0 x 322.0 ft 322.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) 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/. 128-0sw 0.097 n 2.69 276 0 0 0 0 208 178 477 490 L-(; 2A- 2om 0.540 n 14.96 15.94 0 0 0 0 31 0 456 486 13A-20cs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.620 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 c.''; 3.64 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 V/ I-- G 12B-Osw 0.097 a 2.69 2 76 108 93 249 256 112 97 260 267 2A-2om 0.540 a 14.96 39.23 15 0 228 598 15 0 228 598 L-C 2A-2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 h 13A- 20cs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-20m 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 a 1.36 3.64 0 0. 0 0 0 0 0 0 W 16A- 19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 y/ 126= 0sw 0.097 s 2.69 276' 136 121 324 333 0 0 0 0 G 2A- 2om 0.540 s 14.96 16.28 15 12 228 248 0 0 0 0 Vl/- 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 IG 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad, 0.049 s 1.36 3.64 0 0 0 0 0;;°'-'. 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 v 12B-Osw 0.097 w 2.69 276 0 0 0 0 0 0 0 0 I--G 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0. 540 w 14.96 39.23 0 0 0 0 0 0 0 0 V1/ 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A- 2om 0. 540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0. 540 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 L-D 12B- Osw 0. 097 0.00 0.00 0 0 0 0 0. 0 0 0 11 DO 0. 390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 206 206 182 357 322 322 285 560 F 19C-19cscp 0.049 0.47 0.30 0 0 01 0 189 189 89, 56 F 2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 20P=13c 0.068 1.88 0.98 0' 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 114 156 Envelope loss/gain 1212 1679 1796 2301 12 a) Infiltration 468 152 614 199 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) 1680 1831 2410 2501 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1680 1831 2410 2501 15 Duct loads 149% 54% 828 990 49%1 540/6 1188 1352 Total room load 2509 2821 3597 3852 Air required (cfm) 159 136 228 186 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri F tsoft` 2017-Oct-1111:55:32 iOC A 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 9 BayFGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E wrightsoftRight-M Worksheet ZONE 2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58KensingtonReserveEs... Date: 8-30-11 By: EJH 1 Room name MBDRM MWIC2 2 Exposed wall 19.0 ft 8.5 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 311.5 ft 7.0 x 8.5 ft 5 Room area 311.5 ft2 59.5 ft2 Ty Construction number U- value Btuh/ ftz°F) Or HTM Btuwft2) Area ( ft2) or perimeter (ft) Load Btuh) Area ( ftz) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl 12B-Osw 0.097 n 269 276 0 0 0 0: 68 68 183 188 I-- G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.620 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W " A-19ad 0.049 n 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 V 12B-Osw 0.097 e 269 276 0 0 0 0 0 0` 0 0 2A- 2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 11D0 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 NG 16A-19ad 0.049 a 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 12B= 0sw 0.097 s 2.69 2.76 0 0 0- 0 0 0 0 0 2A- 2om 0.540 s 14.96 16.28 0 0 0 0 0 0 0 0 1/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W. 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 0 0 0 0 Vj 126-Osw 0.097 w 2.69 276 152 122 326 335 0 0 0 0 EL- G 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 31 0 456 1196 0 0 0 0 y/ 13A-20cs 2A- 2om 0. 201 0. 540 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I G W 2A- 2om 16A- 19ad 0. 540 0. 049 w w 0. 00 1. 36 0. 00 3. 64 0 7 0 7 0 9 0 24 0 0 0 0 0 0 0 0 W f 16A- 19ad 12B- 0sw 0. 049 0. 097 nw, 1.36 0. 00 3. 64 0. 00 1 0 1 0 2 0 5 0 0 0: 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0. 0 0 C 168-30ad 0.032 0.89 1.74 312 312 276 542 60 60 53 103 F. 19C-19cscp 0,049 0.47 0.30 0` 0 0 0. 0 0 0 0 F 20P-13c 0.068 1.88 0.98 30 30 57 29 7 7 13 7 F 20P=13c: 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 336 20 Envelope loss/gain 1150 2532 249 278 12 a) Infiltration 341 111 131 42 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1491 2873 379 320 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1491 2873 1 379 320 15 Duct loads 49% 54% 735 1553 49% 54% 187 173 Total room load 1 2226 4425 566 493 Air required (cfm) 1 141 214 36 24 Calculations approved by ACCA to meet all requirements of Manual.J 8th Ed.. wrightsoft' 2017- Oct-11 11:55:32 CZARight - Suite® Universal 2017 17.0.23 RSU23828 Page 10 BayFGRE\ Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E wrightsoftm Right-M Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensin gtonReserveEs... Date: 8-30-11 By: EJH 1 Room name MWICi W/C 2 Exposed wall 16.0 ft 6.0 ft 3 Room height 8.0 It heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 9.0 ft 6.0 x 4.0 ft 5 Room area 63.0 ftz 24.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number Btuh/ftz-*F) Btftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 1.2B=0sw0.097 n 2.69 276 72 72 193 199 0 0 0 0 G 2A- 2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 Vf/ 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 L_G 2A-2omd 0.620 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 y! 12B- 0sw 0.097 a 2.69 2.76 0 0 0 0 0 0 0 0 2A-2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 LI-G2A-2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0. 390 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 1213-0sw 0.097 s 2.69 276 0 0 0 0 0 0 0 0 2A-2om 0.540, s 14.96 16.28 0 0 0 0 0 0 0 0 Val 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 I-G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A- 19ad 0,049 s_ 1.36 3.64 0 0... 0 0 0 0 0 0 W 16A- 19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 Vj 12B' Osw 0.097 w 2.69 276 56 56 150 155 48 48 129 132 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 L G 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 W, 16A- 19ad 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A- 19ad 0.049 nw 1.36 3.64 0 0 0. 0 0 0 0 0 R 12B- 0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 t--D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 166- 30ad 0.032 0.89 1.74 63 63 56 110 24 24 21 42 F 19C- 19cscp 0.049 0.47 0.30 0 0 0 0' 0 0 0 0 F 20P- 13c 0.068 1.88 0.98 63 63 119 61 0 0 0 0 F 20P- 136 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 35 12 Envelope loss/ gain 518 489 150 162 12 a) Infiltration 246 80 92 30 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 764 569 242 192 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 764 569 242 192 15 Duct loads 49% 54% 377 307 49%1 549/6 1191 104 Total room load 1141 876 362 296 Air required ( cfm) 72 42 23 14 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk uvrightsoft" Right -Suite® Universal 2017 17.0.23 RSU23828 2017-Oct- 11 11:55:32 A Page 11 Bay FGRE\ Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E f F wrightsofIr Right-M Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name BDRM2 MBATH 2 Exposed wall 15.5 ft 18.5 ft 3 Room height 8.0 It heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 185.3 ft 1.0 x 124.5 ft 5 Room area 185.3 ft2 124.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtutVft2°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 1 M-Osw 0.097 n 2.69 2.76 0 0 0 0 0 0 0 0 G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 t-- G 13A- 20cs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.620 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W-: 16A-19ad r' 0.049 n 1.36 3.64 0. 0 0 0• 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 12B- 0sw 0.097 a 2.69 276 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20m 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 j1 12B-Osw 0.097 s 2.69 2.76 124 109 292 300 88 88 236 243 G 2A-2om 0.540 s 14.96 16.28 15 12 228 248 0 0 0 0 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 Wl" 16A-19ad 0.049 1.36 3.64 0 0 0 O c. 0 0 0 0 W 16A-19ad 0.049 s sw 1.36 3.64 0 0 0 0 0 0 0 0 fir/ 128=0sw 0.097 w 2.69 276 0. 0 0 0 60 48 129 132 GL- 2A -2om 0.540 w 14.96 39.23 0 0 0 0 12 0 179 471 2A- 2om 0.540 w 14.96 39.23 0. 0 0 0 0 0 0 0 V 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 I G 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad ` 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 R 128=0sw 0.097 0.00 0.00 0 0 0 0 0, 0 0 0 I- D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 185 185 164 322 125 125 110 217 F 190-19cscp 0.049. 0.47 0.30 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 2015=136 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 45 123 Envelope lass/gain 685 826 655 1186 12 a) Infiltration 238 77 284 92 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) 923 903 939 1278 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 923 903 939 1278 15 Duct loads 49 % 54 % 455 488 49 % 54 % 463 691 Total room load 1377 1391 1402 1968 Air required (cfm) 87 67 89 95 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2017- Oct-1111:55:32 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 12 Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E wrightsoft° Right-M Worksheet Job: Lot58KensingtonReserveEs... ZONE 2 Date: 8-30-11 DEL -AIR HEATING & AIR By: EJH CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name STAIRS BATH1 2 Exposed wall 0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 131.3 It 10.5 x 5.5 It 5 Room area 131.3 ftz 57.8 ft2 Ty Construction U-value Or HTM Area (ft Load Area (ftq 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 W 128-Osw 0.097; n 269 276 0 0 0 0 0 0 0 0 L -G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W: 2A-2omd 16A=19ad 0.620 0.049 n n 0.00 1.36 0.00 3.64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 12B-Osw 0.097 e 269 276 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 a 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 W; 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 v 12B-Osw 0.097 s 2.69 276 0 0 0 0 0' 0 0 0 G 2A-2om 0.540 s 14.96 16.28 0 0 0 0 0 0 0 0 Vf/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W° 16A`-19ad 0.049 s 1.36 r 3.64 0: 0 0. 0 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 12B-0sw 0.097 w 2.69 276 0 0 0 0" 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om OL40 w 14.96 39.23 0 0 0 0 0 0 0 0 y/ 13A-20cs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 VV 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0> 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 R 12B-0sw 0.097 0.00 0.00 0 0 0- 0 0 0 0 0 L-D 11 DO 0.390. n 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 131 131 116 228 58 58 51 100 F 19C-19cscp 0.049 0.47 0.30 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F, 20P.....-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 13 6 Envelope loss/gain 116 215 51 95 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 D Subtotal (lines 6 to 13) 116 215 51 95 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 116 215 51 95 15 Duct loads 49% 54% 57 116 49% 54% 25 51 Total room load 174 331 76 146 Air required (cfm) 11 16 5 7 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r- wrightsoft" 2017-Oct-11 11:55:32 ARight -Suite® Universal 2017 17.0.23 RSU23828 Page 13 BayFGRE\Lot58KensingtonReserveEsteroBayFGRE.rup Calc = MJ8 House faces: E wrightsoftm Right-M Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot58Kensington ReserveEs... Date: 8-30-11 By: EJH 1 Room name LAUNDRY 2 Exposed wall 0 ft 3 Room height 8.0 ft heat/cool 4 Room dimensions 8.0 x 6.1 ft 5 Room area 48.7 ftz Ty Construction number U- value BtuWftz° F) Or HTM Btuh/ ftz) Area ( ftz) or perimeter (ft) Load Btuh) Area or perimeter Load Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 TM-0sw 0.097 n 2.69 2.76 0 0 0 0 I' G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 t- G2A-2omd 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0. 620 n 0.00 0.00 0 0 0 0 11 W" 16A-1gad 0.049 n 1.36 3.64 0 0 0 0 W, 16A 19ad 0.049 ne 1.36 3.64 0 0 0 0 V! 1213-0sw 090.7a 2.69 2.76 0 0 0 0 6 2A- 2om 0.540 a 14.96 39.23 0 0 0 0 2A-2om 0.540 a 14.96 39.23 0 0 0 0 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 11 DO 0.390 a 0.00 0.00 0 0 0 0 W 16A- 19ad 0.049 a 1.36 3.64 0 0 0 0 W 16A- 19ad 0.049 se 1.36 3.64 0 0 0 0 t<: 12B- 0sw 0.097 s 2.69 2.76 0 0 0 0 G 2A- 2om 0.540 s 14.96 16.28 0 0 0 0 y/ 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 L--G 2A-2om 0.540 s 0.00 0.00 0 0 0 0 1N 16A- 19ad 0.049 s ;. 1.36 3.64 0 0 0 0 W 16A- 19ad 0.049 sw 1.36 3.64 0 0 0 0 12B-0sw 0.097 w 2.69 2.76 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 W.' _ 16A- 19ad'' 0.049_ w 1.36 3.64 0 0 0 0 W 16A- 19ad 0.049 nw 1.36 3.64 0 0 0 0 R 12B- 0sw 0.097 0.00 0.00 0 0 0 0 l D 11 DO 0.390 n 0.00 0.00 0 0 0 0 C 16B- 30ad 0.032 0.89 1.74 48 48 43 83 F. 19C- 19cscp 0.049 0.47 0.30 0 0 0 0 F 20P- 13c 0.068 1.88 0.98 0 0 0 0 F 2OP- 13c 0.068 1.88 0.98 0 0: 0 0 F 22A- tpl 0.989 0.00 0.00 0 0 0 0 6 c) AED excursion 40 Envelope loss/ gain 43 43 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 600 Subtotal (lines 6 to 13) 43 643 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 43 b43 15 Duct loads 49% 54% 21 348 Total room load 64 991 Air required ( cfm) 4 48 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wt igt7tsoft' 2017-Oct- 11 Right -Suite® Universal 2017 17.0.23 RSU23828 P11:age ae14ACCj... Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E g Duct System Summary Job: LoMKensingtonResem.. Wr19htso Date: 8-30-11 ZONE 1 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: RYAN HOMES 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0.170 / 0.170 in H2O 0.170 / 0.170 in H2O Lowest friction rate 0.244 in/100ft 0.244 in/100ft Actual air flow 947 cfm 947 cfm Total effective length (TEL) 139 ft s Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat[ Actual Ln (ft) Ftg.Egv Ln (ft) Trunk 1STFLRBD h 3105 153 127 0.310 7.0 Ox0 VIFx 19.6 90.0 st2 1STFLR BTH h 769 38 19 0.289 4.0 Ox 0 VIFx 27.5 90.0 st2 DINING h 1736 86 78 0.251 6.0 Ox 0 VIFx 40.5 95.0 st1 FAMILY c 5805 200 254 0.294 9.0 Ox0 VIFx 25.5 90.0 st2 HALL c 1398 58 61 0.280 5.0 Ox 0 VIFx 31.6 90.0 st2 KIT/DINETTE c 5909 222 259 0.263 9.0 Ox 0 VIFx 39.4 90.0 st2 STUDY h 3865 191 149 0.244 8.0 Ox 0 VIFx 44.3 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk sti Peak AVF 276 227 0.244 506 10.0 0 x 0 VinlFlx st2 Peak AVF 671 720 0.263 516 16.0 0 x 0 VinlFlx 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 rb3 Ox 0 947 947 0 0 0 0 Ox 0 VIFx 2017-Oct-11 11:55:34 wrightsoft® Right -Suite® Universal 2017 17:0.23 RSU23828 Page 1 ACCA'...BayFGRE\Lot58KensingtonRes erveEsteroBayFGRE. rup Calc = MJ8 House faces: E Duct System $UI11t71aP Job: Lot58KensingtonReserv... wrightSofte Y Date: 8-30-11 ZONE 2 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM RIGI m C 0 For: RYAN HOMES 3659 CRAWLEY DOWN LOOP, SEMINOLE COUNTY, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.284 in/ 100ft 947 cfm 120 ft Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.284 in/100ft 947 cfm Supply Bran chDetaii_'Table r F Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH1 c 146 5 7 0.456 4.0 Ox 0 VIFx 4.6 70.0 BDRM2 h 1377 87 67 0.316 6.0 Ox 0 VIFx 22.7 85.0 st3 BDRM3 h 2509 159 136 0.297 7.0 Ox 0 VIFx 29.3 85.0 st3 BDRM4 C 2031 92 98 0.307 6.0 Ox 0 VIFx 25.8 85.0 st3 LAUNDRY c 991 4 48 0.318 4.0 Ox 0 VIFx 22.0 85.0 st3 LOFT h 3597 228 186 0.422 8.0 Ox 0 VIFx 10.6 70.0 MBATH c 1968 89 95 0.297 6.0 Ox 0 VIFx 29.6 85.0 st3 MBDRM c 4425 141 214 0.427 8.0 Ox 0 VIFx 9.6 70.0 MWIc1 h 1141 72 42 0.409 5.0 Ox 0 VIFx 13.0 70.0 MWIC2 h 566 36 24 0.460 4.0 Ox 0 VIFx 3.9 70.0 STAIRS c 331 11 16 0.438 4.0 Ox 0 VIFx 7.6 70.0 Wic h 362 23 14 0.284 4.0 Ox 0 VIFx 34.6 85.0 st3 Slupply Tr Mbdtail T4!'i - ti o- dd'a.+aeti .' 114_., r. 1 Y.^'^i".49L ` ,gym.. - Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 Peak AVF 454 458 0.284 584 12.0 0 x 0 VinlFlx 2017-Oct-11 11:55:34 wrighisofit® Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 HM ... Bay FGRE\Lot58KensingtonReserveEsteroBayFGR E.rup Calc = MJ8 House faces: E Return B;ranch toailTable Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mati Trunk rb2 Ox 0 947 947 0 0 0 0 Ox 0 VIFx wrightsoft® Right -Suite® Universal 2017 17.0.23 RSU23828 PM1i`i11... Bay FGRE\Lot58KensingtonReserveEsteroBayFGRE. rup Calc = MJ8 House faces: E 2017- Oct-11 11:55:34 Page 3 Y L It6ID ' i wet i r w ti m ms r 0 I _ R r a ek QQ I (D CN r N 3" bath duet r to roof cap c r w fan 42X42 A/C SLAB Nutone 696RNB BY BLDR MIN 2' FROM WALL Ld a. > o>ro....... LdLd I __ r . V) no as j w na°v +m W j'q+ W' ern n.w .r..mr emaws a...-utwza Q Oaw.K....va ... a. rxmnows +- O F— aro eu smcnm ____________________ = O CD Z Z W N O N tb WM Of W to y cO W Rating zz N m ui > Z 0J Q H of F Q 5 J O: Q of AWat hove a minimum clearance of 4 Inchu around the air handler per tha State Energy code. All duct has an r 6 Insulatlen value, in d J U) 10 0 ub-w Y se 1-su sosl-6u a W 10x6 1wcd 4 15 4 lwcd IOWNER'S SUI1B Iq'i'a N N4--H L& 3" bath duct oa lox d to roof cap S p 6• w/fan Nutone 696RNB 5. t3 4x8 lwcd a n- '- 41 215 g p3 yy8 i iSI 25 8x4 wcd 20x6 wall rag 8• I 4. 10x6 1wc t3•-okv1i o65 ® f'-O' CLCa. 6" r 1 30x18 rag I 7- y m 2' 20x6 wall rag Bx4 1 cd I Q" to VJ 4" dryer duct f,SyL'I, O rn T t2 t` to roof cap w/dryer vent box ctr: w w I O 8" jP18504 twcd lwcd N Nx4 4" Ir lj Z 10• 4-0 eF —Pt -- 14x8 lwcd OF. R- 4-0 185 V 6" BF, 121 twcd x6 wall ra W Ox6 wall rag LLIlOx6iwcdnLLJ L1'-OkG'-O' i LM M'-oklra• d' r-o• cLA g m o8 Pi Y7 SOP 3o6r- smsl-614 „ C~0 erWss ts e Z ZW (nO scale :1/8"=l'0• r 00 LLj M 70 TON W/5KW 0240V 1PH 0-1til y 05 Id J 18x10 plm platform by Rating o bldr W m z o J a, m zw3 F a Must have 3 0 5COa- J (n a X00amin6numdwranceof4InchesaroundtheairhandlerpertheStateEnergycods, AD duct has an -6 Inwlotbn whin 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 10/11/2017 12:14:15 PM Page 1 of 1 Jib nr.s RECORD COPY PG L,,,,/ , lotSe s— r bs- Lam1 / 3 5 3 A G 1 7 - 3 3 7 2 vi 4do ft ti Sk' DESCRIPTION AS FURNISHED: Lot j 58, KENSINGTON RESERVE, as recorded in Plat Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. PLOT PLAN FOR /CERTIFIED TO:; Ryan Homes/NVR Inc. RECORD COPY 8 17- 33-7 Z 1NVC b tiTE4z, Ok to construct single family home with setbacks and impervious area shown on plan. .314, 5 e0ev 0 LOT 57 MR CID LO Z\ o 0 00 PART OF LOT 36 PALM HAMMOCK ALLOTMENT PB. 1 PGS. 104-105 S 00018'41" E 60.00' 41.3' 41.3' LOT 58 30.0' o I 10' 10.0 0 d LANAI 10.0' --{ 10, 0' 0 a 1 PROPOSED RESIDENCE MODEL: ESTERO BAY ELEV.F 2CAR GARAGE RIGHT I o a 10.0' o ENTRY 19.3' o of l 20.7' 10.0' Ll WALK 25.2 16' DRIVE 5.2' 10' UTIL ESMT i B.B.) S 00019' 09" E 60.00' CRAWLEY DOWN LOOP 50' PRIVATE R/W LOT 59 6.5' 173.20' I-------0 v PROPOSED = FINSHED SPOT GRADE ELEVATIONS U JCIGHI KJ: AJ rUKNIJr1tUPLOTPLANONLYNOTASURVEY PER DRAINAGE PLANS FROMFRONT = 25 PLOT PLAN AREA CALCULATIONS REAR = 20' f= PROPOSED DRAINAGE FLOW C G O IMPERVIOUS COVERAGE = 2,431f SQUARE FEET OR 34.5% SIDE = 5' FOR 40' LOTS LOT GRADING TYPE A LOT 7,0521 SQUARE66t y Q PROPOSED FINISH FLOOR PER PLANS = 28.2' LIVINGONTAINSAREA CONTAINS SQUARE FEET SIDE 10' FOR 75' LOTSQQ- CONC/LANAI/PORCH CONTAINS 665t SQUARE FEET SIDE STREET = 25' CRUSI,NffE—rER—,S"C01`1 A,S',S`OC,, INC. — IAND SURVEYORS LEGEND - LEGEND - P = PLAT P•OA- a POINT ON 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436LINE F FIELD TYP. • TYPICAL NOTES: I.P. • IRON PIPE PR.C. • POINT OF REVERSE CURVATURE I•R, IRON R00 P.C.C. •POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.M. =CONCRETE MONUMENT RAL = RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES SET I.R. 1/2' IR. •/MLB 4596 MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAUD. REC. RECOVERED W.P. WITNESS POINT 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 OR EASEMENTS THAT AFFECT THIS PROPERTY P.O.C. POINT OF COMMENCEMENT PA.K PERMANENT REFERENCE MONUMENT Q = CENTERLINE FF. FINISHED FLOOR ELEVATION , 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N6D = NAIL t DISK B.SL. • BUILDING SETBACK LINE SURVEY5. THIS IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY R/W -RIGHT-OF-WAY BJI. = BENCHMARK B. CIMENS/ONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESHT, EASEMENT B.H. BASE BEARING 7, BEARINGS, ARE WED ASSUMED DATUM AND ON THE LINE SHOWN AS SASE BEARING (B.B.) DRAIN. DRAINAGE UTiI, UTILITY S. ELEVATIONS, IF SHOWN, ARE 644ED ON NATIONAL CEOOETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CLFC. • CHAIN LINK FENCE 9, CERTIFICATE OF AUTHORIZATION No. 4596. , VD.FC. • WOOD FENCE C/B = CONCRETE BLOCK SCALE - 1• - 20'---1 DRAWN BY: MLT P.C. POINT OF CURVATURE P,T. • POINT OF TANGENCY DESC. • DESCRIPTION CERTIFIED BY,• DATE ORDER No. ER R • RADIUS L •ARCLENGTH PLOT PLAN 10-06-17 4199-17 D DELTA C = CHORD C.B. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES NOT UE WITHIN I -- ------{zW- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' aES" GRUSENER, R.L. , 4714 W, SCO R.L.S 4801 ZONE X" MAP j 12117CO09OF (09-28-07) 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: RYAN HOMES PROJECT: KENSINGTON RESERVE COUNTY: SEMINOLE LOT/BLK/MODEL: LOT:58 / MODEL:ESTERO BAY 2 / ELEV:F / GAR R JOB#: 69918 MASTER#: XR5EB2F OPTIONS: NO OPTIONS RE: Job XR5EB2F Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RYAN HOMES Project Name: Scattered Lots Lot/Block: Model: ESTERO BAY 2 Address: Subdivision: City: County: Orange 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 44 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0057634 F01G 1/5/17 13 A0057646 FL09G 115/17 25 A0057624 A05 115/17 2 A0057635 F02 115117 14 A0057647 FL10 115/17 26 A0057625 A06 1l5/17 3 A0057636 F03 115/17 15 A0057648 FL11E 1/5117 27 A0057626 A07 115117 4 A0057637 FG1F 1/5117 16 A0057649 FL12 1l5/17 28 A0057627 A08 1/5/17 5 A0057638 FL01E 115117 17 A0057650 FL13 1/5/17 29 A0057628 B11E 1/5/17 6 A0057639 FL02 115/17 1 18 IA0057651 FL14 1/5117 30 A0057629 CA 1/5117 7 A0057640 FL03G 115/17 19 A0057652 FL15E 1/5117 31 IA0057630 CAF 1/5/17 8 A0057641 FL04 1/5/17 20 A0057653 FL16G 115117 32 A0057631 CJ3 1/5/17 9 A0057642 FL05G 115/17 21 A0057620 A01G 115117 33 A0057632 CJ3F 1/5/17 10 A0057643 FL06 1l5/17 22 A0057621 A02 1/5/17 34 A0057633 CJ5 1/5/17 11 A0057644 FL07G 1l5/17 23 A0057622 A03 115/17 35 A0057654 H01G 115117 12 IA0057645 FL08 1 115/17 24 A0057623 I A04 1 1l5/17 1 36 IA0057655 HJ5F 115/17 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2017. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Anthony T. Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job XR5EB2F No. Seal # Truss Name Date 37 A0057656 HJ7 1/5/17 38 A0057657 J5F 1/5/17 39 A0057658 J7 1/5/17 40 A0057659 J7F 1/5/17 41 A0057660 VO4 1/5/17 42 A0057661 V08 1/5/17 43 A0057662 VM2 1/5/17 44 A0057663 VM4 1/5/17 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type aty Ply RYAN HOMES / 1718 A0057620 XR5EB2F A01G Hip Girder 2 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. Fri Jan 06 11:12:23 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-Jffggfuo6Hco5x_V_EgRG HKESx_BYcYpvU NI Uwzy6GM 0-12 3-5-8 6-11-4 13 6-2 19-11-4 261 6 12 1-4 1 36-5-0 39-1%8 4p-11r4 i-0-1 3-5-8 3-5-12 6-0-14 6-5-2 6 6-14 3-5-12 3-5-8 i-0-12 Dead Load Defl. = 3/4 in 7x10 MT20HS= Iy, 63y,y, y, 7x10 MT20HS= 5.00 1Sx4 t" 1 i" 7X6 7t' 4 8 1" 4x6 I 1. Sx4 0- 1 Ppppp- F= i h*1 '-h 20 41 42 19 18 43 44 45 46 17 47 48 49 16 1550 51 52 14 800 11 4x4 5x10 MT20HS= 4x8 = 4x6 = 4x4 = 8x10 11 5x10 MT20HS= 4x6 = 6- 11-4 13-6-2 19-11-4 264-6 32-11-4 39-10-8 6- 11-4 6-6-14 6-5-2 6-5-2 6-6-14 6-11-4 Plate Offsets (X Y)- [5:0-3-8 0-4-41[7:0-3-0 0-4-8] [9:0-3-8 0-4-4] [16:0-2-8 0-2-0] [18:0-2-8 0-2-01 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 0.67 Vert(LL) 0.51 17 >941 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -1.21 17 >395 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 271 Ib FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 SLIDER Left 2x6 SP No.2 3-6-0, Right 2x6 SP No.2 3-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-13 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 = 326110-2-12 (min. 0-2-11) 12 = 3261/0-2-12 (min. 0-2-11) Max Horz 2 = 67(LC 32) Max Uplift 2 = 950(LC 4) 12 = 950(LC 5) Max Grav 2 = 3261(LC 1) 12 = 3261(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-316r76, 3-4=-5691/1647, 4- 5=-6256/1778, 5-29=-9098/2547, 29- 30=-9100/2547, 30-31=-9103/2547, 6- 31=-9105/2547, 6-32=-10076/2779, 32- 33=-10076/2779, 33-34=-10076/2779, 7- 34=-10076/2779, 7-35=-10076/2779, 35- 36=-10076/2779, 36-37=-10076/2779, 8- 37=-10076/2779, 8-38=-9105/2547, 38- 39=-9103/2547,39-40=-9100/2547, 9- 40=-9098/2547,9-10=-6256/1778, 10- 11=-5691/1647, 11-12=-316/77 BOT CHORD 2- 20=-1 371/4969, 20-41 =-1 535/5775, BOT CHORD 2- 20=-1371 /4969, 20-41=-1535/5775, 41- 42=-1535/5775, 19-42=-1535/5775, 19- 43=-1535/5775, 18-43=-1535/5775, 18- 44=-2414/9100, 44-45=-2414/9100, 45- 46=-2414/9100, 17-46=-2414/9100, 17- 47=-2417/9100, 47-48=-2417/9100, 4849=- 2417/9100, 16-49=-2417/9100, 16- 50=-1541/5775, 15-50=-1541/5775, 15- 51=-1541/5775, 51-52=-1541/5775, 14- 52=-1541/5775, 12-14=-1382/4969 WEBS 4- 20=-208/1032, 5-20=-29/265, 5- 18=-999/3808, 6-1 8=-1 454/608, 6- 17=-270/1140, 7-17=-749/397, 8- 17=-269/1140,8-16=-1454/608, 9- 16=-999/3808, 9-14=-29/265, 10- 14=-208/1032 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd= 124mph; 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 at joint(s) 2, 12. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint( s) except Qt=lb) 2=950, 12=950. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 Ib down and 199 Ib up at 6-11-4, 118 Ib down and 92 Ib up at 9-0-0, 118 Ib down and 92 Ib up at 11-0-0, 118 Ib down and 92 Ib up at 13-0-0, 118 Ib down and 92 Ib up at 15-0-0, 118 Ib down and 92 Ib up at 17- 0-0, 118 Ib down and 92 Ib up at 19-0-0, 118 Ib down and 92 Ib up at 20-10-8, 118 Ib down and 92 Ib up at 22-10-8, 118 Ib down and 92 Ib up at 24-10-8, 118 Ib down and 92 Ib up at 26-10-8, 118 lb down and 92 Ib up at 28-10-8, and 118 Ib down and 92 Ib up at 30- 10-8, and 238 Ib down and 199 Ib up at 32-11-4 on top chord, and 341 Ib down and 133 Ib up at 6-11-4, 85 lb down at 9-0-0, 85 Ib down at 11-0-0, 85 lb down at 13-0-0, 85 Ib down at 15-0-0, 85 Ib down at 17-0-0 85 ib down at 19-0-0, 85 Ib down at 20-10-8, 85 Ib down at 22-10-8, 85 Ib down at 24-10-8, 85 Ib down at 26-10-8, 85 Ib down at 28-10-8, and 85 Ib down at 30- 10-8, and 341 Ib down and 133 Ib up at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-9=-60, 9-13=-60, 21-25=-20 Concentrated Loads (lb) Vert: 5=-191(F) 9=-191(F) 20=-341(F) 14=-341(F) 29=- 118(F)30=-118(F) 31 =-1 18(F) 32=-1 18(F) 33=- 118(F) 34=-118(F) 35=-118(F)36=-118(F) 37=- 118(F)38=-118(F) 39=-118(F)40=-118(F) 41=- 60(F) 42=-60(F) 43=-60(F) 44=-60(F) 45=-60(F) 46=- 60(F) 47=-60(F) 48=-60(F) 49=-60(F) 50=-60(F) 51=- 60(F) 52=-60(F) wa, sy-nmunw,yshaM..r•inor,;•emcs s<_e.nlr.euu asB;:nulnon:rrou,Eu(-r)uBre:[wu;erkr,.er:ar*rw':rm:Krsdr,rrm,o-.,,er,gsmE.m,n(;.rimed,wyl.(kn:.E.:ed.;r„amm.<r:zrslr„dr.,rmlr...lco.r.h Iklak, A,skin sidlkesd kr 5,id:kk rdd.l,eUnsd:s,p Eymuii.a., anar kriw.wl de sedu+gt07 rgrtspsmorrytandlk pok simd.F.dgrassv:61npr;eo kopolk m*I-lgrhisrxlhBWr.uiw M L Tx k:gsnuykn, Wiy mdGuu.,dbi[dr Anthony T. Tombo III, P.E. n ds -b an r ikq h no psfthk all. a-, 11. qW " at mum ,ka. ded dm n' de Wool Ik bvl 1fiq,.1.tTF1 L '1 80083 m, BJto Da.,pweae(nEJ.lit.l r,dxlblhan/aapalre Ipa,lsndt k,M6("-SAh Ha r Itshpdti.klhlPMaIXJ ,dw,ndtwpsd pd-tlBledixsRa nynskkinMknndlkhas,0:sper,'ms k:y,:ynow,u irtn asadodna rdess 44515t. Lucie Blvd. den ikAod lra("aty,ud'I" c w?" Br to Forks lminl toe frusa,s.p[yuonrsa.t tl, k,ll'y aniFan,x Lav sr" Eoj m, V. "t o4q. 9l rgadesd teri ce" dd"d rt'll 1. Fort Pierce, FL 34946 Opy, ight9201d 4-1 loot Gases 4nthoayLlonhoill,p.E. lelmdudion of this dommanl, in any form, is pmhililed withoul io wrinen permission from 4-I Roof Gnssn Wony E.lonioillj.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057621 XR5EB2F A02 Hip Truss 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:24 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZq F-nrCC2?vQtbkej4ZhXxLgoUIKxLESHAfy787JOMzy6GL 1-0-12 4-8-3 8-1:4 16-0-11 23-9-13 30-11-4 35-2-5 39-1011 4p-11r4 1 4-8-3 4 7-1-7 7-9-2 7-1-7 4-3-1 4-8-3 -0-1 5.00 12 402 II 5x6 = 3x4 = A 5x6 WB= 3x4 = 7 A 5x6 = 9 18 17 16 15 14 3x8 = 5x6 WB= 3x4 = 5x6 WB= 3x8 = Dead Load Defl. = 11/16 in 4x12 II 8-114 19-114 30-114 39-10-8 8-114 11-0-0 11-0-0 8-114 Plate Offsets (X,Y)— 2:0-8-8,Edge], [5:0-3-0,0-24], [7:0-3-0,Edge], [9:0-3-0,0-2-4], 12:0-8-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.44 16-18 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.99 14-16 482 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 210 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. WEBS 1 Row at midpt 6-18, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1659/0-2-12 (min. 0-1-15) 12 = 165910-2-12 (min. 0-1-15) Max Horz 2 = 84(LC 12) Max Uplift 2 = 626(LC 8) 12 = 626(LC 9) Max Grav 2 = 1659(LC 1) 12 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-490/390, 3-4=-2699/2224, 4-5=-2746/2209, 5-6=-2547/2146, 6-7=-3574/2891, 7-8=-3574/2891, 8-9=-2547/2146, 9-10=-2746/2209, 10-11=-2699/2224, 11-12=-490/390 BOT CHORD 2-18=-1812/2352, 17-18=-2574/3468, 16-17=-2574/3468,15-16=-2575/3468, 14-15=-2575/3468, 12-14=-1819/2352 WEBS 4-18=-32/343, 5-18=-400/650, WEBS 4-18=-32/343, 5-18=-400/650, 6-18=-1171/938, 6-16=0/307, 8-16=0/307, 8-14=-1171/938,9-14=-400/650, 10-14=-32/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 at joint(s) 2, 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=626, 12=626. LOAD CASE(S) Standard tr¢ dy-n mr,.gn r:,N. ne'a nug;'iDSc`S;'SF A". s[r1u i[uls D [mmnans [Ds[Dx mn[r} ttDr,w[ed[nr [.. trdr k,p N.,.»,r W W wNs n a: [.rs s:p o¢.erpm; W n, ada,r [. [r¢tF I^: r.[.Im:M, f ldw, K. ko-ss w[w.u rdd m n, tgo.gir f4[,k..w Dld,cskll ksln 7 DDNf aea [,s, d:sge [ge. p;nry [nq tl;.lum Diigreulsmx;ghredMpde;siudegirze;igr.:pe:ld.Nb:#kuaddx sieile[r,egma rs u: [ulr .enmf. exerip„a.mm,. uur.: eci os N;mlGnr Anthony T. Tombo III, P.E. W-a 0i ruw wf hfNq M r wfih d Mg ,k G— Mk,enR..' ne 1,41M i¢n. o ne¢derl d Ne n(,n, Ix oe'k 6W"I ..Well N T d0e,0 WpW ., l0, N",w iq ksdbr,Mep,¢sNlxnwM l,.g sW 1, w respnA&rd 80683 nk: WgDs7e,e6n3 1Ded :edeplhG,gnpwrm Ipkgrdnkedq(epaldhdw¢etim;x5grlidelhlrWsrU¢,id IbNedpec iM1lkfixsWnq LmnW wsdnk,!.Mr a,tmO:yipuWirtsswgw„Nns 5W. nnw. wmWN,4451St. Lucie x¢ an,p ,p,nv mhtlpnnndsHIf,ka.Dena[gwaisl_[kMllggsip..¢Lu<.rN¢hruala llNrml¢rnde,lms,deaddWel4l. Fort Pierce, FL 34946 Copyright [ D 2dldAINa¢16nises ArahanyLiDmia lll, P.E. llepr¢dumion of this dommam, inany form, is piohihi[ed wilhom%a wrinen permissio¢hen A -I Roof L¢s-- Amboy 1. limbo III, p.i. Job Truss Truss Type QtY P1v RYAN HOMES / 1718 A0057622 XR5EB2F A03 Hip Truss 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:25 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-G2maFLw3eusVLE8u5fsvLiPVXIbDOV06MossZozy6GK j-0-2 5-9-5 10-11 4 16-11-4 22-11 4 28-11-4 34-1-3 39-10-8 4p-11r4 1 5-9-5 5-1-15 6-0-0 6-0-0 6-0-0 5-1-15 5-9-5 1-0-17 5x6 = 3x4 = 5x6 = 5x6 = Dead Load Dell. = 1/2 in 17 13 4x6 = 3x4 = 3x8 = 4x12 11 4x12 11 3x8 = 4x6 = 1-4 0-8 LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.43 15-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.79 13-15 605 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 212 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-10-5 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 = 1659/0-2-12 (min. 0-1-15) 11 = 1659/0-2-12 (min. 0-1-15) Max Horz 2 = 101(LC 12) Max Uplift 2 = 597(LC 8) 11 = 597(LC 9) Max Grav 2 = 1659(LC 1) 11 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-632/260, 3-4=-2765/2318, 4-5=-2652/2177, 5-6=-2438/2120, 6-7=-3009/2554, 7-8=-2438/2120, 8-9=-2652/2177, 9-10=-2765/2318, 10-11=-632/260 BOT CHORD 2-17=-1901/2436, 16-17=-2138/2954, 16-26=-2138/2954, 26-27=-2138/2954, 15-27=-2138/2954, 15-28=-2138/2953, 28-29=-2138/2953, 14-29=-2138/2953, 13-14=-2138/2953,11-13=-1907/2436 WEBS 4-17=-78/263, 5-17=-396/628, 6-17=-790/608, 7-13=-790/608, WEBS 4-17=-78/263, 5-17=-396/628, 6-17=-790/608, 7-13=-790/608, 8-13=-396/628, 9-13=-78/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 11. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=597, 11=597. LOAD CASE(S) Standard tticrug- Flenrc mr«glle«nevfe'LI IC.:`IP,S`S'1EiJ'}gEN;M(IEL4f g:Jk01D"ugS EB?CafW1:P;2111.bEaM[kPfae. Irra(btip p,rans rsE rnl ufs«fit ln,t 0esigt g«rbg!10D!Wmkf«r 1. Erslall;rE.lacnre Sie«6d«e re. Celftss'kmriu rAa«fe lD0. n1t - ibla «eW drlistal a-dI. SoCukrdtAs,m:s g:sq, Eq.s{ie, SIC.Iry up—,Ikt,ml ms 100'"sm,.'apna+f m"o;,imal .xrogrr,'n:mtn tKklnis45ttmjtr«s:lq,.W.fcToo "If. «w 1111, N h'T «:.yck.s. WRctadw uWq Anthony T. Tombo III, P.E. nt n.A Cx iKmkitlae m 1 svllM1 ditO ,m Crnr «fm «qtC ry WlloEO. «,emr«kddf C f Cl lm bll m74grtkdml rk ql d0&IDow «sW if. (. s; waugWAq mrtp, askl:tkt t« k«ag Wl km«•pniaig9 a 80083 tlrUp« 3ogh,ifnkM« irl t 3Mu mIYz p 10D ates Ipo nfr akilt" 6cpa«I SirhN« tat I(Hj1aY k11 MWSKI nii f>a1—d pia«.1PFl edms fr rzq«si6fvsdniksd lk Ln, Nsgm,'rns k:qt amin.0 acma «ks: 4451 St. LucieBlvd. m..«hxlNtE«natpwrptow y iEmra ntdra.lie l,.sDt:p[gm«rut.rmlamolkiiM.0 iSysi.51 a Vitiry IR, 91"lox I-sure:ls W« rfl1. Fort Pierce, FL 34946 0frrighl Z 204 A -I iaof Nis!, -Amboy L lomhg lit, P.E. b mimiliu of this dammeot, io ny, form, is prohAnd soiihissulm nitro p nrissioo from it hoof Irv-, Anlhair 1. Tamho 110.t. Job Truss Truss Type Oty Ply RYAN HOMES / 1718 A0057623 XR5EB2F A04 Hip Truss 2 1 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:25 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZq F-G2maFLw3eusVLE8u5fsvLiPXulbwObz6 MossZozy6GK j-0-1,2 5-7-9 12-11-4 19-11-4 26-11-4 33-6-5 39-10-8 4p-114 0 7-3-11 7-0-0 7-0-0 6-7-1 6-4-3 -0-1 4x8 - 1.5x4 11 4x8 Dead Load Dell. = 9/16 in Ci 5x8 1.5x4 4 1.Sx4 8 5x8 0 3 1 2 9 1011 16 15 25 14 26 13 12 3x4 = 4x6 = 3x8 —_ 4x6 = 3x4 = 4x12 II 4x12 II s 9-8-0 19-11-4 30-2-8 39-10-8 9-8-0 10-3A 10-3-4 9 8-0 Plate Offsets (X,Y)— 2:0-8-8,Edge] [5:0-4-0,0-1-8][7:0-4-0 0-1-8][10:0-8-8,Edge) 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 0.84 Vert(LL) 0.43 12-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 1.01 12-14 472 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 209 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 'Except" T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-3 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 = 1659/0-2-12 (min.0-1-15) 10 = 1659/0-2-12 (min. 0-1-15) Max Horz 2 = 118(LC 12) Max Uplift 2 = 567(LC 8) 10 = 567(LC 9) Max Grav 2 = 1659(LC 1) 10 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-545/404, 3-4=-2815/2391, 4-5=-2649/2204, 5-6=-2671/2363, 6-7=-2671/2363, 7-8=-2645/2232, 8-9=-2816/2364, 9-10=-481/346 BOT CHORD 2-16=-1984/2487, 15-16=-1605/2280, 15-25=-1605/2280, 14-25=-1605/2280, 14-26=-1602/2277, 13-26=-1602/2277, 12-13=-1602/2277, 10-12=-1957/2489 WEBS 4-16=-156/412, 5-16=-103/365, 5-14=-336/657, 6-14=-460/523, 7-14=-342/659, 7-12=-145/366, WEBS 4-16=-156/412,5-16=-103/365, 5-14=-336/657, 6-14=-460/523, 7-14=-342/659, 7-12=-145/366, 8-12=-160/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=567, 10=567. LOAD CASE(S) Standard ernhp Flen! drtrgll. re.4r Lu'LI iD,; RmS3 YfiJ` 51C3AI IEUft 6:OYDIIIum (75?dYi rpf r i nCCui fDiYfkr Na W, imp p—M, wi rrd— n Ns 4nq I.1.1,t 111. U. Id— Sia!Fdrte ne. relrst NE.—rdd a 4, IG, Art Yirr—w ddrt'WI k i dr dr "DCYk rdl As, I"!, ony ki-.Spndifu :, it sld A nd rgruul,.-Peaudlk pnx:shu1egusr4;re:perutibnWkllsigtdlk siedl Lrt 1 1pied n ne IDDlp W. InN mg .sp.S'4din, uixs irrWdp Anthony T. TOrn )O III, P.E. adned4- •,s 1. Njof k tpxtuin, dh 0—, as 0— A gNnn Milt' D.g ,hd. umd dfit Q4 Ye in el ht lra orlYg dt odrni Ik gi Idhe (DD oe N fieN aY 7.:s. hd.tiyk.dw.:btp, 4stl nw eu hay ud'k Yt mpRsuda/d Ye b: ltot C•ifiar ai lKkal 4A stes sd aAYIkIDC ufgx'ite. IdeWsdre kdd:gy(cpwlSaeh hlusdiw:nSApiYkltp ry pp lnA ee iae ttr ps dpiGme. IP4le ius@en sdil6etMiUietAlkLr:, =80083 mrtrnr« salHrdad w rw wp, te,sesw,reaai ssuadra<.nY:t 4451 St. Lucie Blvd. w g..ardaaagap:l4s map>a. tkrrns D<da kfosr srImkun3 Besipxr,aLn, ssdm rganrMhadfg lAlp&d-d:nx:mrs ddu.dhmd. Fort Pierce, FL 34946 ovpigdtD lQI6. 0.-I idol ussns AnthonyLTamha 111. P.F. ieplviDdix of this dommem, inony form, isPmhihWOfoulit wrinen iermissiao from AI W 6ussa-sArioay T. Tomha ill; P.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057624 XR5EB2F A05 Hip 2 1 Job Reference (optional) Al rcooT I russes, rorl rlerce, rL ovavo, uesign/da i truss.com n Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:26 2017 Page 1 14-11-4 19-114 5.00 F12 5x6 = 5 3x4 = 5x6 = F 7 Dead Load Defl. = 1/2 in 17 1O 15 m `t 14 - 12 Sx12 II 1.5x4 11 4x6 = 3x8 = 3x8 = 4x6 = 1.5x4 11 5x12 11 1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.39 15-17 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) 0.90 14-15 529 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2, T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 1 Row at midpt 4-15, 6-15, 6-14, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1659/0-2-12 (min. 0-1-8) 10 = 1659/0-2-12 (min. 0-1-8) Max Horz 2 = 135(LC 12) Max Uplift 2 = 563(LC 12) 10 = 563(LC 13) Max Grav 2 = 1659(LC 1) 10 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-293/0, 3-4=-2811/2334, 4-5=-2420/2090, 5-6=-2186/2048, 6-7=-2186/2048, 7-8=-2420/2090, 8-9=-2811/2334, 9-10=-293/0 BOT CHORD 2-17=-1923/2495,16-17=-1926/2495, 15-16=-1926/2495, 15-26=-1586/2285, 26-27=-1586/2285, 14-27=-1586/2285, 13-14=-1931/2495,12-13=-1931/2495, BOT CHORD 2-17=-1923/2495, 16-17=-1926/2495, 15-16=-1926/2495, 15-26=-1586/2285, 26-27=-1586/2285, 14-27=-1586/2285, 13-14=-1931/2495, 12-13=-1931/2495, 10-12=-1928/2495 WEBS 4-15=-402/531, 5-15=-349/540, 6-15=-327/202, 6-14=-327/202, 7-14=-349/540, 8-14=-402/531 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=563, 10=563. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 217 lb FT = 0 tNmiq Flmsa YntgR¢rene.+fie'Ml igpE?ImSS S:;i'yiEl3At Y:WS6tbkallllSigi?OYiWr_1'jllCe.ei[lbY:kT bin. IngleP•tip pnsaMsW rnl xbtak'tlntt kfi;t gnvgn0'e; aalMfrhxf l.Ierk llLpl.lekrnrt SSee!khre K. @bv eY:waite ndelmde 7a6. rd6 fUhkmece[Iw pleb adl im7.t hCYk YI Asel ss O.ahgsna{=, Sle; efif Fql tk fee eq'Dg igttsutsmmgbx eflk pteb;sbad egbs'iq 9tpps&fhb Ik leiiged MSYgY itn by tednne l6P h weR lfll Ixb s. nptms,lua'1 Mkti t:olaa.m Anthony T. Tomiso III, P.E. ut. d q'.ss b.mp lob. k4, 80083 YeB liml avgerree[x6.Alf Met sd edniklD dYt peAmed gieelxsdhrkd: i[geeM Stthlia eu{ItSftldY,kthl'eA SQA wr rd tlMpswd pY IPFl mfmsshensieeti6ltlYtnd Aaetdlkl s, Rearms ?ast kip:+gietn edlrtu Msah:Mer edms 4451 St. Lucie Blvd. dk!xlta ahwlkaiamcleget epeY riean lr eH paean wdrst In lrrs ksa kgba sR_(Ik kllliq ksigew_mi ass Srdes kg n dnp M.Ilbg. Yl.ryadLel rxt me es degee/h. in 1. Fort Pierce, FL 34946 eryrightV 201f A -I Rant fosses- Amhnny 1. Iamb Ill: H. RePmiurtion of this doomeat: isay, form, is Plohibiled whhoul the wlitltn rermissiee honA IRoof T-sas- Amboy 1. iambs Ill; P.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 XR5EB2F A06 Hip 2 1 A0057625 Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:27 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-CQuLg 1 xJAW6 DaYIGD3u NQ7VsMYEjUZPOp6Lzdhzy6Gl j-0-12 NA16-11-4 22-11-4 31-0-14 39-10-8 40-11,-4 1-0-1 8-9-10 8-1-10 6-0-0 8-1-10 8-9-10 1-0-12 4x8 = 5.00 12 5x6 = 16 1D 14 Zo 13 iz 11 402 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP M 30 `Except' T3: 2x4 SP No.2, T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0. Right 2x8 SP No.2 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. WEBS 1 Row at midpt 4-14, 5-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 165910-2-12 (min.0-1-15) 9 = 1659/0-2-12 (min. 0-1-15) Max Horz 2 = 152(LC 13) Max Uplift 2 = 584(LC 12) 9 = 584(LC 13) Max Grav 2 = 1659(LC 1) 9 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-329/86, 3-4=-2826/2370, 4-5=-2283/2020, 5-6=-2028/1992, 6-7=-2283/2020, 7-8=-2825/2370, 8-9=-329/86 BOT CHORD 2-16=-1941/2512, 15-16=-1942/2511, 14-15=-1942/2511, 14-25=-1342/2028, 13-25=-1342/2028, 12-13=-1946/2511, 11-12=-1946/2511, 9-11=-1945/2511 WEBS 4-16=0/277, 4-14=-600/690, 4x6 = 3x4 = 16-11-4 8-1-10 0-2-0),[6:0-3-0,0-2 4) CSI. TC 0.91 BC 0.98 WB 0.32 Matrix -MS 3x8 = 44 = 1.5x4 11 22-11-4 1 31-0-14 39-10-8 DEFL. in (loc) 1/defl Ud PLATES Vert(LL) 0.4014-16 >999 240 MT20 Vert(TL)-0.8814-16 >544 180 MT20HS Horz(TL) 0.27 9 n/a n/a WEBS 4-16=0/277, 4-14=-600/690, 5-14=-272/481, 6-13=-272/481, 7-13=-599/690, 7-11=0/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 at joint(s) 2, 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=584, 9=584. LOAD CASE(S) Standard Dead Load Defl. = 9/16 in Ri GRIP 244/190 187/143 Weight: 217 lb FT = 0% gwdy-Flee tMn@¢red'. tit'LI if1L", IrGScS!SE ;i'yfifl3ti ILLY.Sfi.JAD111unSi0SiD4ilgF:ft(ICQi E[Ml;irlws. InAr ktip pnnentmf rul ektsa!i!I."10pil. JilT edht tr ar f. lmk 14:1 r. tef nsk din'.. Dtkct A.". rt. lulkI ulr diRier.«b ddt ldl ret h.lt DCule rdi As t/rt:, Ds Eq- Sp; rDt lq lk eduurlp)ayrt:tt«u«;rytatt dtit rytnssmdeyutt rq rz:ru:4iFM in It lesge d It salk 1-Opm it lk IN fill.wi -in1.Ia a:ip-ann. hoar ankiffs, twkkr'' aedA w. kin¢ nt r nn,da D.rer,ae.tt wf«te gene n Iwu o_: a ttrnddrat n,,nt lx wn. kslxm a wnn the Anthony T. 80083 III, P.E. ZtprIdle@0nrgklltl7irdri'gkdluq Iep dsldxnwMlr«ysedkb 1hlipd sSombort er , FL61vd. Fort Pierce, FL 3494b Realaduninn of this dommnnt,in onytolm, it plohihittd without!hn wtinen rermiuion fens AI Rnoi itoss:z-Anthony i.lamho ill; i.f. Job Truss Truss Type my Ply RYAN HOMES / 1718 A0057626 XR5E62F A07 Hip 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:28 2017 Page 1 I D:o9kmlw63sCj7meCgAkvtD6ygZgF-gdSjtNyxxpE4CisTmnPczK100yc2DvXY2m5W97zy6G H 1,-0-12 6-7-3 12-10-14 18-11-4 20-10 2111-10 33-3-5 , 39-10-8 4Q-11-4 1-0 2 6-7-3 6-3-11 6-0-6 2-0-0 6-0-0 6-3-11 6-7-3 1L0-I2 5.00 12 5x6 = 5x6 = Dead Load Defl. = 5/8 in rV l i3sn1 ' B1 rr B1 I B I 132 81 114 20 19 29 30 18 17 31 16 32 15 3x4 = 5x6 WB= 3z4 =3x4 = 5x6 WB= 3x4 = 4x12 11 402 II 8- - i 18-11-4 20-11-4 30-10-13 39-10-8 8-11-11 9-11-8 2-0-0 9-11-9 8-11-12 Plate Offsets (X Y)— 2:0-8-8 Edge] [5:0-3-0 Edge] [7:0-3-0 0-2-4], [8:0-3-0,0-2-4] [10:0-3-0,Edge] [13:0-8-8,Edge] 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 0.98 Vert(LL) 0.46 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 1.10 15-17 >437 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.23 13 n/a n/a BCDL 10.0 Code FBC2014(fP12007 Matrix -MS Weight: 227 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. WEBS 1 Row at midpt 6-18, 9-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. lb/size) 2 = 1659/0-2-12 (min. 0-1-15) 13 = 1659/0-2-12 (min. 0-1-15) Max Horz 2 = 169(LC 13) Max Uplift 2 = 603(LC 12) 13 = 603(LC 13) Max Grav 2 = 1659(LC 1) 13 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-394/346, 3-4=-2814/2417, 4-5=-2672/2346, 5-6=-2636/2365, 6-7=-2094/1970,7-8=-1863/1907, 8-9=-2094/1970, 9-10=-2636/2365, 10-11=-2672/2346, 11-12=-2814/2417, 12-13=-394/346 BOT CHORD 2-20=-1995/2491, 20-29=-1723/2300, 19-29=-1723/2300, 19-30=-1723/2300, 18-30=-1723/2300, 17-18=-1185/1863, 17-31=-1724/2300, 16-31=-1724/2300, BOTCHORD 2-20=-1995/2491, 20-29=-1723/2300, 19-29=-1723/2300, 19-30=-1723/2300, 18-30=-1723/2300, 17-18=-1185/1863, 17-31=-1724/2300, 16-31=-1724/2300, 16-32=-1724/2300, 15-32=-1724/2300, 13-15=-2000/2491 WEBS 4-20=-132/337, 6-20=-147/351, 6-18=-676/770, 7-18=-495/587, 8-17=-495/587, 9-17=-676/769, 9-15=-147/351. 11-15=-132/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas 1=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 13. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=603, 13=603. LOAD CASE(S) Standard Wueiq- Flan Wu„ gllr reei,. i 1100WS:S!l l`y ojAt Ii64S&c3sai0LQitoomrw-rj AtirgimmEN r *.. irrdr ksip lrrc,4nsui rxe nntm ni,I—A,sip IM..'IAC, me As, lnfxy LT.eIII: I'S. tdcnsr Sn'kdx,.. Miss A—l„ nd,e n th, ISA, nIt 11' 1 m Wiens:idly, !o r boot dd As, r sonalgexajl,,Sp;,h E g o n o Rre ds e,yn,dmp,;sndngm ng nm:ua„a rya pdhsogNi !e as,o roQ Ir tnl. r n v+ nl on g ! sdn:ro Anthony T. Tombo [II, P.E. ae-- I hskr.Wisi A y "I'IsdpxO ,C.x%s ,+Amrre Redw M, talFngO' m3 ud ndu lr., &, 1!( Ilxl.el u:l6Rw Wlfll t6, epi Id6 IOAne ar fied Id t. ss,-rd,tngk dm:l g,fl. l' lk q all A, pn lied p,C II Q - i[,va M 10 s sNnluiklQC qWe Ci[anl ulwsdheNdRt, ISdenMe On IlSltydlskll !. lSY.lweid Ula d i!rc 1PFIe:fi,esAertslmsiLlfiesnlb:A,sdLkln.,0.s: Qe. ,, „elnndud,;Mn.+dns 8008.. R pre, p= p w p ':..n' R `R "" 4451 St. Lucie Blvd. eAam, WhMk, iWntlgWgnArtlAm l,,dl pies mnt„d In lnss Ana Gg'orxa Rrl He k.11ugQ,sipe,WLn.<.tda E,ry,a dnr p;llbg. Ll,gad'eN nra, m+nlrA„/e?!I-I. Fort Pierce, FL 34046 opyright02016 AtRoof Trusses- Anthoay T. Terio ill: P.E. Reproduaion of this domineer iii nyform, is pmhihited Without ie wriflen permission from 4 1 Root Dosses- Anthony L Tomb. ill; P.E. Job Truss Truss Type Ply RYAN HOMES / 1718 XR5EB2F A08 Common Truss 11' 1 A0057627 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:28 2017 Page 1 1}- 0-j22 6-7-3 - 7-- I D:o9kmlw6-3-s6Cj7meCgAkvtD6y6g-Z3q-1F1- gdSjtNyxxp E4CisT-m-3nPcZKl3XycKD _ dY2m5W97zy6GH 6-0627101- 10 369- 70 -4 0 3 1 - 06-7- 3 - 1125x6 = 5.00 12 Dead Load Defl. = 11/16 in 5x6 WB 3x4 T 3x4 6 8 5x6 WB-- 1.5x4 \\ 5 9 1.5x4 4 W3 W3 10 5x8 5x8 3 2 11 t2 1 1 B3 B4 13 27 LLL--- 4x12 II 1- 13 18 17 28 16 29 15 30 14 3x4 = 5x6 WB= 3x8 = 5x6 WB= 3x4 = 30-10-12 4x12 II Plate Offsets ( X,Y)— [ 2:0-8-8,Edge], [5:0-3-0,Edge] [9:0-3-0 Edge] [12:0-8-8 Edge] 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 0.82 Vert(LL) -0.47 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.13 16-18 >422 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.23 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 219 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 `Except' T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No. 3 OTHERS 2x4 SP No. 3 SLIDER Left 2x8 SP No. 2 2-3-0, Right 2x8 SP No. 2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at midpt 7-16, 8-16, 6-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1659/0-2- 12 (min. 0-1-15) 12 = 1659/0-2- 12 (min. 0-1-15) Max Horz 2 = 177( LC 12) Max Uplift 2 = 612( LC 12) 12 = 612(LC 13) Max Grav 2 = 1659( LC 1) 12 = 1659(LC 1) FORCES. (lb) Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 421/364, 3-4=-2809/2417, 4-5=-2665/2355, 5-6=-2600/2370, 6-7=-2043/1928, 7-8=-2043/1928, 8-9=-2600/2370, 9-10=-2665/2355, 10-11=-2809/2417, 11-12=-421/364 BOT CHORD 2-18=- 1994/2481, 18-27=-1744/2304, 17-27=-1744/2304, 17-28=-1744/2304, 16-28=-1744/2304, 16-29=-1746/2304, BOT CHORD 2-18=- 1994/2481, 18-27=-1744/2304, 17-27=-1744/2304, 17-28=-1744/2304, 16-28=-1744/2304, 16-29=-1746/2304, 15-29=-1746/2304, 15-30=-1746/2304, 14-30=-1746/2304, 12-14=-1999/2481 WEBS 7-16=-990/ 1176, 8-16=-701/823, 8-14=-125/350, 10-14=-129/318, 6-16=-701/823, 6-18=-125/350, 4-18=-129/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5. Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior( 2) zone; cantilever left and right exposed ; 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, with BCDL = 10.Opsf. 6) Provide mechanical connection ( by others) of truss to bearing plate at joint(s) 2, 12. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot= lb) 2=612, 12=612. LOAD CASE(S) Standard 8eniq Hem nmgkle rver ne"LI ID:i IEF.t3 yr!a^, SEE31t IEUISE:JEmDGDS iJfiUElrWi:rfi([E.EfIKYikP bre.lril(kaip ptu:9nr W:ni Wtnlic lnn Ce!ip dcrgi7b')avl nt ldlwr l.Iwklk;Ir.Idxna SiMldee re. Eelns kkxrne Rlelrne [Ci,wl( NiftktuMuMete fdluesa In nt TOO. l< dd /selmsh uEH .(e MkEi n xsgND tgrt:uttmtt;nHM do prrft uuleghu:iq re:yn:nikn la'kl gndksivllvr To nne lDD Ir ut Ifl 1. Cxk yvn spas, lufal Nnu sdhE.m Anthony T. Tornbo III, P.E. nt.ndn k.epkif5. ne E tnnraneo nee wsagedan:wuaro .aw:hn.ndeddneu:.wix tsar t ingrwowrrit. rkerpa Idn roe t;'DeN do r. ts.edet ykdh i ge..,iin .h ysed!E Da ryedinrd = 80083 ne W:Ilul D.fperaa[ukvd ICnt ssvnhlk lDC e/nepA _e Iry'irl rsdnr kimq(c(w ISdtn Muselhv;IlSfiEell sktl 1' ISIII .da .et>a E.. sJ pi4c 1FFl eefnrs ne rzs(nsd I ies ut klies ellNl D•sipq. "lessee.p:e,7,mer eee luuYmh,Iwa; evhss elkMs: uNN k v: uden egekeryv n wiD!q Er eH prou tn1,4. lu In,s Des a [yhea is A+t ne k Iliq Desipa, wLrss Shen kpaa d of la,u m:gedird!xs; me a arhnt h. m r 4451 St. Lucie Blvd. Fort Pierce, FL 34946 toppi9h191Q16.0.-I RDafUossesAothonytiDmho ah P.E. R!proioninn of this Joromeat,in any form, is prohiNtxJ withom!kD wtitleD permissionfmn AtTa I Roof GDsses Anlhanpnho lll: P.E. Job Truss Truss Type aty Ply HOMES / 1718 A0057628 XR5EB2F B11E Common Truss 1 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:29 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZgF-8p055jzZh7MxpsRfKUxrVYaN M9?yWlhHPg4iazy6GG 1-0-12 5-5-4 10-10-8 — 11-114 1-0-12 5-5-4 5-5-4 ' 1-0-12 ' 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 9 n/r 90 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.01 9 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-R Weight: 52 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 10-0-0 or purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 10-10-8. lb) - Max Horz 16= -49(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 14, 15, 12, 11 except 16=-102(LC 8), 10=-107(LC 9) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-16=-124/254, 8-10=-124/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 or. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 15, 12, 11 except Ot=lb) 16=102, 10=107. LOAD CASE(S) Standard Ytaas3 grase raasvd[;gv_9r-4 t'"r INSSi:S[6'[.fFR?1S€T:dN.itUli+ElPaitr:lCJi"#.PEI'i::Sk9d 96YfYl'gfa. in ks;ne:pesed:eet eA±snR't lnss iea;eiu[¢istG[; aai4:t4rnl :rrdr Ql: r.:. Utmnee;6eelkhu. Imes, cm:rsr s7Snnxe rG6,talq N'ei to;ktr shrk+s'iM 6e IOikNvdd Fseiaa n;en ie{ne r.:kcslry i arott;, 3a seal ee npi@Q en uks ev r.:epwr ne ttd iwl.: ,ra e'r•e:poasAtry la 6e iesiyrNL ;iylai. sttryhef !k (90 11M L' ekspnt ir't sshL'3! mieuddkl ,stngr dd/ uratt, tihtms a 6+ x¢ttAPdain, erdnae rr kri Ese sdndalhe (, ae gtaptl dhz4' 4t ead:Fl1. rae teed e'Ne liQala tieN <el &r ts. n.ei: aAd a+ 1 SdIN ssd:ktx:.sea :9 led Anthony T. 80083 I. , F.E. d z Sa6E3 1atamr .tyr atan Ilantsrtsm8to x;a resenaar«ucsdtac mnmee:xarinhdl,caavineadxxixHrxm in:a.m tntaea,tndinsxntu e.In: a[e ntsaad as.nlns a4nriu Niarr arata;M :ard R&k+r:tad!!ek pecan snhN.3el=ass devpEi: KQ 4etrrix;:esipz.n !rocs ysrtn u;iera deraueisf. i; arik.'nl'nc na e: iz.r:dblPol 445t 5t. i.ucie Blvd. fort Pierce, FL 3-1946 topyrigbiC 2016 A -I fool Messes -A lWyl.lamba111,1`1 teprodmtion of this deeemeny iaaay tcrm:nprahibitd.itbaaf the viCea pmussiaa he. A-] Wi basses-Asth¢ay t.lamba lll: P.L Job Truss Truss Type my Ply HOMES / 1718 A0057629 XR5EB2F CA Corner Jack g 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:30 2017 Page 1 ID:o9kmlw63sCj7meCgAkvtD6ygZq F-c?aTl3_BSRUoR?OruCS4217YMmVuh_5rW3adEOzy6GF 1-0-12 0-10-15 1-0-12 '_1 _'5 v v 0 1.5x4 II 0-10-15 r 0_1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 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 FBC2014/TPI2007 Matrix -MR Weight: 6 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 0-10-15 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 = 161/0-2-12 (min. 0-1-8) 3 = 24/Mechanical 4 = 4/Mechanical Max Horz 5 = 55(LC 9) Max Uplift 5 = 101(LC 8) 3 = 24(LC 1) 4 = 15(LC 9) Max Grav 5 = 161(LC 1) 3 = 19(LC 8) 4 = 11(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-141/262 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=101. LOAD CASE(S) Standard mug-%xse dku¢I. renew Lie'111O (Ir1ssES!Si 3 ; OE[3AE I LYS 6 rJ1O1O'v`!S EOsIOtl i rUtEY;2(efpa EAUEYr 6r.. Ir:Br k4p Nm ae: au rn/ xhr n ris less k,ip Ort ynd; W M ediq! luk ql, rE. kknn ize!klve.e. Celr:s A-i" a ki n 6. ICB. my dihkemnue gldrssidlke to dt DCp! dd Aselre:, Omne Ng nice sie:uFl Ergu q tldnaj rU7;epeuelsmn:ryMtedWrsde:smelegwx yre;rye:bdh b, tetyaddn. sudelm;iegiddnlle lOC II. Wni%{tk k.ye n:.upas, lui'iwldi s:dkd!`:ur ,Anthony T. TOmbo III, P.E. W nedM lar rnl kilo.' Ik Enialm A h a..,1.0 xis n4.ve gew n 11, Wld'g O s:per, m& u ddoh, %w It, lx 1Ik uul kAtq'.h W IN L lk ryrn lwue IUD W q W tl Ins. W'Aiq +tlup, WV,44&. Wk gsidl k nt rnpn klhl.1 80083 Ile BondugP ger ai [eakklu. All uls sd M I. lk IOC rdt'F.1'. ul pedwnd flebid.g 5.P_W sAlr likwell :KJOpllskl k 1. 9M —dn db is dpllawe i% I en. 6, rnpesiFilnes nd AOn d IL luL ,ot p. T'ut Our Equu ud bgwn lrtssgmfadwa eeuss 4451 St. Lucie Blvd. Ztelle.wise afmd N e:uawt epex eps k w!elrs Ir dl H'Oes mds4. lie 1-"f.p. it *]Ilk k'utin111"pt a Lou seskw d xl iAliag .dl :ryiWeel Ina, m 1s ddixl e.'RI- Fort Pierce, FL 34046 4gyrigdt910149- 1 RaaiinssesReprodumian of this docameot, inany form, isplokihited WithoutEAe wrinen parmissiadran A -I Roof Geises Job Truss Truss Type City Ply RYAN HOMES / 1718 A0057630 XR5EB2F CJ1F Jack -Open Truss 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:31 2017 Page 1 ID:o9kmlw63sCj7meCgAkvtD6ygZgF-4C7sWO_SDkcf39bl SvzJbzfln9rmORL_kjJAmSzy6GE 0-0 0-11-11 1-0-0 2x4 = o-11 1-11 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 0.11 Vert(LL) 0.00 6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 6 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -MP Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 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) 2 = 129/0-8-0 (min. 0-1-8) 5 = 1/Mechanical 3 = 6/Mechanical Max Horz 2 = 43(LC 8) Max Uplift 2 = 97(LC 8) 5 = 1(LC 1) 3 = 6(LC 12) Max Grav 2 = 129(LC 1) 5 = 13(LC 8) 3 = 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=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) 2, 5, 3. LOAD CASE(S) Standard wn.nr-n qr:.Kxne'AimEtAusss!uslstAsatt[txse::nDmentrnaw'arrr tt¢A_:s[Dw;sane.tnmwryeprrnm,:.a rnA.dnr.aa+h.[,D<sipDR.yn;xdn.AmnrLiutsta:r.t.tdnn;sswtrinew.wn:[oxn.l:eandmn<rro.nt, IUIeR[ mettie rkhssl k.se.n xr iDCul<rdd As. inv Desgr F.gOme;i Sln.ms f.r r, nesdumsrgmtds m.eeDtmtea ne lr.hsx.me.5i.nrigrape: Aiinnr ax A<sq.dnf [mder;lyidrt e. netDDedr,ntnm I. rx a;u:..inas, nu t dein:, sms+.r Anthony T, Tombo III, P.E. M. s do ss nr mr 4ilneS n ntasi5l'0 rid. px.eExn alh rt.Ded n hnllmpD ; nndu QC ne IK Inel I' 1[ieA[.MW RIi IM R ed a'ne lDD exl mi fieli net. s, i.d.igkdleg ki iesnldmwe hn eg s.d'le ne rr•Insidl.rd 80083 Srllui Qe fer ert(..k.d .AD rd7s sdM.1lIDC nl ne perkes i"I esdne kiW+{C.gneelSdrlr Wu Imn llSijr.Ip.Ftll l: ISAA r<d na.S dpl rt iPliednesnr regas MlnesM fiesdlkl...@siger;.rns De:ip.',+'ren melmsgmehdrtn, ..foss 4451 St. Ludt Blvd. rnnxne idmedh.:xnmigNrpnxirEandl A.2n nMrN.isl,s l4sm Gymnis Ytlne N:giq D<sis.er_aL.t,SrAn E.iwddur M.t(iq Al, rNled na.m.s lefi../. TIt Fort Pierce, FL 34946 pyright 0 2016 A-111.0tosses- Amihony T. lamb. ill: P.E. Imadurtiom of this derumeot in.ap form, is prohi/ild without -.le mitten permissia. lom A I fool Lasses- Adhony L Tomb. III; H. Job Truss Truss Type Oty Ply RYAN HOMES / 1718 XR5EB2F CJ3 Comer Jack g 1 A0057631 Job Reference (optional) i muol trusses, run Pierce, FL 34946, aeslgn@al I [tun: &UZU IS Aug 1 ZU16 Print: 8.U20 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:31 2017 Page 1 I D:o9kmlw63sCj7meCgAkvtD6ygZgFA C7s WO_pDkcf3gbl SvzJbzfhE9orORL_kjJAmSzy6GE 1-0-12 2-10-15 2-10-15 3x3 II 2-10-15 2-10-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MR Weight: 12 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 2-10-15 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 = 197/0-2-12 (min. 0-1-8) 3 = 66/Mechanical 4 = 26/Mechanical Max Horz 5 = 88(LC 9) Max Uplift 5 = 84(LC 8) 3 = 70(LC 12) 4 = 2(LC 12) Max Grav 5 = 197(LC 1) 3 = 66(LC 1) 4 = 50(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-169/292 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) 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 ptnnr-Flare tlnaglkrcnr Me'l li(;; ?ttlSSS!S[ii9';; 5n}IIWS6(DAAIII IS(JS?OYirb7:rVA[CC;iIEtl11:4rhre. inirtiigrpnam—irnl Wes unit tort kfip 11—itiffl1l;Wde"1.fukm,li.Irlcn;r sk! teMe ru. bku dl-iu sskl a%e IM. W, Alstt.w tld said lit nix St'aCkk rd.l h ilnsshniR Eq.. {I t, Srmtl%kriro MeseAnmr tq't[se;Wsnrc;ryEx ArNppt rkul usnsuyrnprtdAt 4r ll<laytd6 tk¢el try ]dntlelhD Ir i IN 1. txkM ra ,kaats thaw sdtu ae a nedn, Iii— i&I ik [ tarnda o..., a.er dkr a pM. ne tau'. o., Anthony T. T0083 III, P.E. 1 geeskae udert dPee %C A<Ix Ilk brd 7fgcd nt R61 M pn!d rll NaMut Asd fa r ss. bd.tnrk#ly 1 r I I nn set -rS rid 1 b t wlrt,d ? 8008? Ne killkr0 si cr as [nkean. lllM :rtt n Ik IN at lk pacl<es e t l' Aees dt@kAq( pnxel St4h litlaedet(IlSlltdlskt it l ed S1G 0e dlxl dpita 1%leefinstle nspxs+mlrks ntAHetdlll'rs,hoo.. Tau lle.ga Eq—ne loss Aradt.Wn. oleo tdaxln «MMka:xaan afe Rv 4kd t•an nnkd In las&seek-isr-14, k'An o<ti Fort PieSt.rce, FL Blvd. w re r 9 1 ras.aluuatta ktbtndmkAdq. Wl nradewwa.. nenaeaed am l- fort Pierce, rl 34946 epyri9hr92014A-1 hai Tresses- Anthony 1. Toaba ill: P.E. Rtpladuniao of this dommollt. in any form, is probililed without lha ni%en pttnissian[Iom A 11W hism ArthoayLlambollij.l. Job Truss Truss Type Oty Ply RYAN HOMES / 1718 XR5EB2F CJ3F Corner Jack 6 1 A0057632 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, Inc. Fri Jan 06 11:12:32 2017 Page 1 I D:ta7uotTo57o0tNC WmTn2mQyhggX-YOh Ejk?S_2kWgJAE?dUY7ACvTZ849ub7zN3kluzy6GD 2-11-11 2x4 = 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 0.18 Vert(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 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 FBC2014ITP12007 Matrix -MP Weight: 11 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 2-11-11 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 guide. REACTIONS. (lb/size) 3 = 70/Mechanical 2 = 187/0-8-0 (min.0-1-8) 4 = 36/Mechanical Max Horz 2 = 85(LC 12) Max Uplift 3 = 57(LC 12) 2 = 141(LC 8) 4 = 42(LC 9) Max Grav 3 = 70(LC 1) 2 = 187(LC 1) 4 = 51(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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=1b) 2=141. LOAD CASE(S) Standard Nnrny-Flmi nmsNr re.k ne lil0i='ialcy^k_"i`. gEg3Af Lt@Sd:JA011:li:JS'OMitUt'C?ANNrw:[LwN;%r lnw.trcifttesip p.,nxrwt ml w4sntiatmss CesiPawrmgQrki and nr lAhwy r. tozEE li:, F: ide+w;s SwaleM .Grl ss ®nf+rise;Melmne lEg. eA/ uirtswwa dm Iwc tilt aewls at -As, hw, awM Inika. if-. F resD n mlwwr'aa«p«rds m«.-quac A n:F dr shed myviy Swsn0o." lwltvd 0¢:wgh 1-! "Nt Ir --IN I [wwr - p.r. r dei htlm Anthony T. Tombo III, P.E: sei sed NiT i+or. Cwew, nr Gr mlw HZtawnTk.W Idnr IDhwt msW ner.,a icdst lWiai. 1 it hm ek idl tx .tw ultid 80083 nerilEmta+'¢m 2[whel AHM s Mw IOCrd'Fxpuhr IpeeiwndMkildgtGpw ISuk¢Nu eMattSi}ttXketl I. nisiCi do tMp oar lfl-ItaSersnrrtspeailaufwlAtiesdn.L,,g.isew,.n.ssknjrwsnwrwlInsV h.Mn;wlrss 4451 St. Lucie Blvd. n ws. wFad 1'.Em trpwa tisw!uaryalw.if. nwhm. In I"i, Wp Eq- is a_I 4, GJtugo syen wI".id. blanAw. king 41.'MM iwxs wee, Mod"" 1, Fort Pierce, FL 34946 opyright® 2016 4 1 Raoi l' a,-AathoayLtowholll,P.E RepmdaQian ai this document. in any ferm, is pruhiiited xAhnunhe wrinen permission lrnm A I Raoi brsses- Anthony Ltamio ill;P.L Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057633 XR5EB2F CJ5 Corner Jack g 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:33 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-I a Fcx4041MSN ITIQZK?ng01_vzSluKrHC l oHrLzy6GC 1-0-12 4-10-15 1-0-12 4-10-15 i 3x6 11 Plate Offsets (X,Y)— 2:0-2-4 0-1-81 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 0.52 Vert(LL) 0.03 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.06 4-5 873 180 BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MR Weight: 18 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 4-10-15 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 = 270/0-2-12 (min.0-1-8) 3 = 126/Mechanical 4 = 53/Mechanical Max Horz 3 = 122(LC 9) Max Uplift 5 = 155(LC 12) 3 = 60(LC 12) Max Grav 5 = 270(LC 1) 3 = 126(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-279/518, 2-3=-152/279 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=155. LOAD CASE(S) Standard rnmy-natmRyayrn.h.n¢jinn;rD!;s^si:;r,.fl[Raorr:wss:amn ns:naw wr-r;,ueflaaEacu[crn m raartatmy;r:nt.a:aa»tkntca a'.a;a,dnrldalrrr kiu.E:e¢n:esea fld.ert, D h,tanawn,•d¢t«,narro.adr diF:atauznn Fidrs:zli kes in7e DChked:t Asalre:. Desan Eyar i eM ki q aa v;'6; rryle:<dsnreepta[¢dh¢Era<suad a5sariy l:•.,xv:n0rtq. ;klsi dn¢;hlt r iryia.D et h:lgGuq,nett ltlL ion ya aFkexi, Nn i Iola :dta:y Anthony T. Tombo III, P.E. at+sndn' la. mr W&4 ne FsiS lAFdnvU na Cwan a+Ikr-et y¢n'. n. killmpD :ge, hne leddik ne lx Ifu kvl':Ifiy td>W [F1 [k emn. la. nr iDO nt ary fi¢N %ne l+ns. vd¢t jEpaioa,I rutlrNw nah- sk!1 do sidldrd 80083 n fla IFaFD gn e[aahuta ADM Nnddn•lDB Wxa yeti. lr:nl' oPI! Wxs(cpneei Sdrn Na Iron ElsriFd6.kik L fWA re d ti g dpl 1%Iefins ne nFns liHSMnliecdn.ha.,A:sper,.aess k.isa..g¢¢anil nn kmh.Ma, nNt: etlawisa ad l N a:aencel epal pe a v!am tr M Fvmet lmis>i. Ik t a,, Dei n Cy'aa is k_Itk 6a:iliy DedFea. a Lav srdae ham¢ dn, Du N'wF. JI ryiMi.H-aa. m rs ddlenl aAtl. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 o,pight Y41&A-I loaf irrsset-Acihony i. ianha Ill; P.E. Rearaiunion ofthis dotumeat. in anyf2tm, is plohililxd wiifiouEale wrfien germistion frnn AI laal Uuts:c- dragoey i. ian§o 81: P.P. Job Truss Truss Type Qty Plv N HOMES / 1718R bl A0057634 XR5EB2F F01G Hip Truss 1 1 Joeference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:33 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-1 aFcx4041 MsN ITIQZK?ng0l_BzKLuC9HC 1 oHrLzy6GC 1-0-0 4-8-0 8-5-15 12-2-1 16-0-0 20-8-0 1-0-0 4-8-0 3-9-15 3-8-3 3-9-15 4-8-0 Dead Load DeFl. = 1/4 in AvA — 3x6 = 1.5x4 II 3x8 — 5x10 MT20HS= 3x4 = 1.5x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.30 9-11 821 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.48 9-11 514 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 92 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-10-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1525/0-8-0 (min. 0-1-13) 2 = 1588/0-8-0 (min.0-1-14) Max Horz 2 = 58(LC 12) Max Uplift 7 = 763(LC 4) 2 = 818(LC 4) Max Grav 7 = 1525(LC 1) 2 = 1588(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1732,3-4=-4222/2321, 4-5=-4222/2321,5-6=-4230/2326, 6-7=-3261 /1734 BOT CHORD 2-12=-1537/2942,12-19=-1545/2965, 11-19=-1545/2965, 10-11=-2247/4230, 9-10=-2247/4230, 9-20=-1546/2973, 8-20=-1546/2973,7-8=-1538/2950 WEBS 3-12=-120/325, 3-11=-789/1458, 6-9=-790/1461, 6-8=-122/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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 100 lb uplift at joint(s) except Qt=lb) 7=763, 2=818. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 139 lb up at 4-8-0, and 109 lb down and 139 lb up at 16-0-0 on top chord, and 215 lb down and 158 lb up at 4-8-0, 161 lb down and 114 lb up at 6-8-12, 161 lb down and 114 lb up at 8-8-12, 161 lb down and 114 lb up at 10-4-0, 161 lb down and 114 lb up at 11-11-4, and 161 lb down and 114 lb up at 13-11-4, and 215 lb down and 158 lb up at 15-11-4 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, 6-7=-60, 13-16=-20 Concentrated Loads (lb) Vert:3=-81(B) 6=-81(B) 10=-161(B) 12=-215(B) 11=-161(B)9=-161(B) 8=-215(B) 19=-161(B) 20=-161(B) w,mq-Ewvnwr xre.+-.rx-r.im;Enncs s.-:r;ar3ui[wsc::,rnm n:ntadrrm=rune a•.IocuErrww h,ath,qrµ.•sa„w:KE.at.a,m,to<,par.:ppt;o,Earm,gLlakir:E: E,,sk,•sd. hi dEa.nr>wsd.etrin.rdt lidii.a Oaft-dheese1*IE'DClhidd_r trnsbeesEyesafir Speadrhpxe+..rMsxiuvrlDDrEPe:msnr<:rEeatdMFl;twl,qurnyrespr:dCSk,Srlis4pole,n/,i hpa,Mt,IkIDDnlp,,uaifll Ixhip - e( ss,uErsmlws.wwo, - AnthonyT. Tombo 111, P.E. otrudks iv;s it of krtla; nl, rtyuscliryd&D.m,ie Crm Mxad,pedxl kiHoiDea,ui, wkadli ll:,I, Ix cl4mlulhqudt td Rri. Re epieirldke mDtrt,q faN ,dtle l;rss;'rceEEy Elu3 Mie, eshl,nnwe hnrr ud.kde nspesi,uiryd 3 I,kl O:n ,rahrreaa rCed,itr,daheIN'dle toknW idb 4hehilt ( Seib ld.W."ilNiplDshtlrl"tdSKA."d iW ilexe Itslt,-thn smla,smeWk,dNo P y"sm 8008. n d, a , p,dse y„ si,na,imsk, aealnsskeed,awa:Ness 4451 St. Lucie Blvd. elnwln afmdbri:uamrpa<rpe¢v,rra k dprms Ir Ink is lnc Dery Egn.ar-II,Ilik;lx,lr,aLrss Sense hlo. dnr nllmi dlmprded Has.,. Wine rcml. Fort Pierce, FL 34946 Copyiighi a 1QI6 4-I Raaf Trrsses Aaihaep 1. combo 111, P.I. Repiodurtioa d this document, me" form, is prohibited without the wtiuen permisiiaa from A -I Roof Trusses - Anthony 1. Tomball[: P.1, Job Truss Truss Type Qty HOMES / 1718XR5EB2FF02HipTruss7PIYRIYAN1 A0057635 b Reference (optional) i Roof Trusses, Pon Pierce, FL J4u46, oesign(rnaltruss.com htun: 8.(120 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:34 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZgF-Vmp_8Q1iWf EwdKc72WOCbH3MNkxdmBQRhYrNnzy6GB 1-0-0 6-8-0 14-M 20-8-0 1-0-0 6-8-0 7-4-0 6-8-0 4x8 = 4x4 = Dead Load Detl. = 1/8 in 1.5x4 11 3x4 = 3x4 = 3x4 = 3x4 = 6-8-0 14-0-0 20-8-0 6-8-0 7-4-0 6-8-0 Plate Offsets (X,Y)— 12:0-0-10 0-0-0] [3:0-5-0 0-2-0] [4:0-2-4 0-2-8] [5:0-0-14 Edge] 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 0.92 Vert(LL) 0.07 6-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.21 6-8 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 83 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. BOT CHORD Rigid ceiling directly applied or 6-2-9 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 = 826/0-8-0 (min. 0-1-8) 2 = 887/0-8-0 (min. 0-1-8) Max Horz 2 = 75(LC 12) Max Uplift 5 = 266(LC 8) 2 = 320(LC 8) Max Grav 5 = 826(LC 1) 2 = 887(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1460/1103, 34=-1292/1111, 4-5=-1463/1105 BOT CHORD 2-8=-869/1282, 7-8=-865/1289, 6-7=-865/1289, 5-6=-871/1285 WEBS 3-8=0/273, 4-6=0/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 100 lb uplift at joint(s) except Qt=lb) 5=266, 2=320. LOAD CASE(S) Standard ws,pg-En,mgamdllrmp.ne'A.im:srmcs!s u;elraatiitmA:Paolo::nrnlDw'w[nttArrntow:crtweurm;y.w ep,wrKE,,.a:lr.,seq.lpmr.yR;wmedkgl.l km:r_IdrA,ss Id.rn:.DGp„een.l,rmpt.,nrlDo.,.ir idi,Eedepssdik,se isu DCpked:t Asn Lr., Dtxa.Egis j_ p:urS kpu tl rdwmlb rgrt:msna:rymsedne prp:spulegi iS prddh p•nc ksipdksp/s ire<IglnnclDC edr and itii 1. ttsynn nrEe-kmi Immt pidd-Ar Anthony T. Tombo IIf, RpaqMpewuo.: .E. ni aedp rasbwi4m ne ikundk D.xr,k Dwwi,n4wi, pg pw,pasmwddwrne lDE mi tw 4.duWq eeF at llri. fk sq,nd rip m0mi gfi!tl 1M Far. pduq kukp. M p it r tb rN.l ne ,p.siximd n<k:HgMssper aE[m4ndw.A®M ssdNiMlOC nrtx peekmn lizudrnsdlm kilEq(tpemlSdsh l6itdim g5ripli:kthP iSt(A seidw Ipr gatd pdae IMlidmesnen s3lma mt nMsdlkLn.@ 800$3 spn s;ew, ms6ngr:y*annmelnssuuaanm,rde„ 4451 St. Lucie Blvd. nna•.pr ahMMsipptdq,magmpnmgydp prdsd. Imim;s Dndp[ypeapr:rd, tduigDnlpn,mLn: Srcpa GgRe dm,.Ixupg. to aiedpNnr,.mn rsa,Dwpmi. ( ofyrighi91Q16 A-1 foot Lrsses-:lnihoty i. Tamha ill; P.E, feartdnnix ai this dommani, in toy form, is Prohilised wishoutthe wrinen permission from S I fool isrsses "onyLlamhaill;P.E. Fort Pierce, FL 34946 Job Truss Truss Type Ory Ply HOMES / 1718 A0057636 XR5EB2F F03 Hip 1 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:35 2017 Page 1 ID:o9kmlw63sCj7meCgAkvtD6ygZgF-zzNMLm2KHz75Ynvphl1 FlpgFyn4EMDuafLHOvDzy6GA 1-0-0 7-8-0 13-0-0 20-8-0 f 1-0-0 7-8-0 54-0 7-8-0 1 4x8 = 4x4 = Dead Load Defl. = 1/8 in Io 1.5x4 II 3x4 = 4x4 = 3= 4x4 x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code FBC2014/TP12007 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 3-11-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-6-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 826/0-8-0 (min.0-1-8) 2 = 887/0-8-0 (min.0-1-8) Max Horz 2 = 83(LC 12) Max Uplift 5 = 280(LC 13) 2 = 314(LC 12) Max Grav 5 = 826(LC 1) 2 = 887(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1329/1011, 34=-1153/1035, 4-5=-1332/1012 BOT CHORD 2-8=-756/1145, 7-8=-754/1150, 6-7=-754/1150, 5-6=-758/1147 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 13-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TC 0.81 Vert(LL) 0,09 6-11 999 240 MT20 244/190 BC 0.56 Vert(TL) 0.21 6-11 999 180 WB 0.09 Horz(TL) 0.04 5 n/a n/a Matrix -MS Weight: 82 lb FT = 0% 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 (jt=lb) 5=280, 2=314. LOAD CASE(S) Standard wndey flns"tlnttyllrrerkti b"Ilid-.'`tldSiS tY'7'; nFk3Ai littl56:7zOIII..k5:9S`ONi Uft`Y`LLNNr,6,EPCY;pi'fi:®. indt «yip Ym. dns aEt ia2saAAC Lest Cevredtry!IP7;+ai a, 1a arI lakt rJ i_I&—Saet'ldnt ett WAn Ck«'aite sAldaRe r"0,ala writ ON,, tall« i Sn t, rm4 It dta I.sDawn E." i..r.eh E<I a !aamd M rtnt5i.a1eq y:ya: si6n w 1 tsT d Ik1.*l 1ptilatklde It ern-l.r«p.-.rt-. fia-I wu '%dtk'dr Anthony T. Tombo III, P.E. at es in as in em4 kt a r 'rC?dried Red sAh tgn'.na 6nllery0 an,.a dddf a & IIX chit l':Iliq<N•WRI Ik %..idf NA tat fi•d a 1. dt'g&ul«g, ep NI ka H gs1d16t .rm slild 80083 qt 3t ifg4•-der «t [wk MRllat Sii.nul«IBC I7xflA Ipbi tsdhrklAelt xp ISdflr ldt 1 I(5,klktktY l' 15RA «t:dn 1'»: pa dpt _1%Iegi @trzrnsd IResniafiesdMirr.. aw'«; «ss Ot.ryt:y'««a!t ud.ann, edeu 4451 St. Lucie Blvd. can> nt «baedya;anmep eka x v.rrel, dip met ltaltel tke lro.s otr«[q 5 k_rae G':Inq oesir«t. 1nn,.lde:E l«tta!n.rat. al k_tt'ma. n. t5tentdm.rnt Fort Pierce, FL 34a4o Zt (opyrlghtV 201 A'I raffles- blthony f. fanbc ell, f.f. Rellmutli—I this dutu wr in nyform, IS purbilsod Willinfil@Wrin,.perr111,i.. 1rpa 4-1 Rol f was- A.Any f. h.R .Ili; p.f. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057637 XR5EB2F FG1F FLAT TRUSS 1 3 Job Reference (optional) 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. Fri Jan 06 11:12:35 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-zzNMLm2KHz75Ynvphll FlpgMDn2bM4XafLHOvDzy6GA 3-1-14 6-0-1 8-10-3 11-8-5 14-6-7 17-4-10 20-6-8 3-1-14 2-10-2 2-10-2 2-10-2 2-10-2 2-10-2 3-1-14 Dead Load Defl. = 5/8 in 4x6 = 4x6 = 5x6 = 3x4 11 3-1-14i 6-0-1 8-10-2 8-1,0-3 11-8-5 11 8-6 14-6-7 17-4-10 20-6-8 3-1-14 2-10-2 2-10-2 0- -1 2-10-2 0- -1 2-10-2 2-10-2 3-1-14 Plate Offsets (X Y)— 1:0-3-0 0-1-8] [2:0-1-12 0-2-0] [3:0-2-0 Edge],[8:0-2-0 0-1-121[9:0-3-0,0-1-12],]13:0-2-0 0-1-12] 16:0-1-12,0-2-0],[17:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) 0.19 14-15 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) 0.79 14-15 305 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix MS Wind(LL) 0.28 14-15 873 240 Weight: 328 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 *Except* 81: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2, W3: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 18 = 3520/0-7-4 (min. 0-1-8) 10 = 2480/0-7-4 (min. 0-1-8) Max Horz 18 = 44(LC 6) Max Uplift 18 = 494(LC 4) 10 = 310(LC 5) Max Grav 18 = 3520(LC 1) 10 = 2480(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-3097/486, 1-19=-7883/555, 2-19=-7883/555, 2-3=-13412/1138, 3-20=-13412/1138,4-20=-13412/1138, 4-21=-15738/1502, 5-21=-15738/1502, 5-22=-15738/1502, 6-22=-15738/1502, 6-23=-15738/1502, 7-23=-15738/1502, 7-24=-12730/1292, 24-25=-12730/1292, 8-25=-12730/1292, 8-9=-6950/760, 9-10=-2207/293 BOT CHORD 17-18=-70/882, 16-17=-555/7883, 15-16=-1138/13412, 14-15=-1502/15738, 13-14=-1292/12730, 12-13=-760/6950, 11-12=-760/6950, 10-11=-80/579 WEBS 1-17=-513/7352, 2-17=-2532/193, 2-16=-617/5821, 4-16=-1687/231, 4-15=-389/2472, 5-15=-909/144, Continued on page 2 WEBS 1-1 7=-51 3/7352, 2-17=-2532/193, 2-16=-617/5821, 4-16=-1687/231, 4-15=-389/2472, 5-15=-909/144, 6-14=-929/124, 7-14=-221/3167, 7-13=-1933/198, 8-13=-561/6085, 8-11=-2078/269, 9-11=-714/6695 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=494, 10=310. 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) 418 lb down and 318 lb up at 0-2-12, 141 lb down and 105 lb up at 1-0-0, 137 lb down and 72 lb up at 3-0-0, 210 lb down and 143 lb up at 5-0-0, 291 lb down and 189 lb up at 7-0-0, 291 lb down and 189 lb up at 9-0-0, 291 lb down and 189 lb up at 11-0-0, and 291 lb down and 189 lb up at 13-0-0, and 291 Ito down and 189 lb up at 15-0-0 on top 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=1.00 Plate Increase=1.00 Uniform Loads (plf) Vert: 1-25=-185, 9-25=-60, 10-18=-20 Concentrated Loads (lb) Vert: 1=-418 2=-137 5=-291 19=-141 20=-210 21=-291 22=-291 23=-291 24=-291 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-25=-205, 9-25=-50, 10-18=-20 Concentrated Loads (lb) Vert: 1=-355 2=-119 5=-253 19=-119 20=-183 21=-253 22=-253 23=-253 24=-253 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-25=-185, 9-25=-20, 10-18=-20 Concentrated Loads (lb) Vert: 1=-168 2=-64 5=-141 19=-52 20=-101 21=-141 22=-141 23=-141 24=-141 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MVYFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-131, 9-25=-26, 10-18=-20 Horz:1-18=35 Concentrated Loads (lb) Vert: 1=170 2=49 5=126 19=73 20=97 21=126 22=126 23=126 24=126 Bmieq-Fleeu tlmgtly rei,r he i110.,:ItlS;B,^S:il';. nEC3AtI:[k56:01gIIlOdS(l3'gNiELY'Y;i!NR,iiIOuY:kPMe.[nifi ksip prae!MsuE•nl eresn3asl•ess k pOrtiyIM; cM pe YM+gl.terk lC.F: lek n,r irnrleUrc ru. txtsss dknrise tclefmtter;A,uir Ibret cNr dens sank tix4 De di.a F ,gesar Fy 4e:eM&pen N neq'a green mx.rplsxd Hrh tealerp iy nspe:6iMr q. Nek yedDe snl47 tg7dnlzlgg It - t%I.T ye-.gkssr,itt-} !fi .ww!m Anthony T. Tombo III, P. E. a 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946Ztngyrigkt291441taf6nsss-Anthony Llsm:g iil.l'.E. Ragrgnuaix nithis dotgmnnt,inany h,m,isptnhilited wdhoutt8gwtmen Egrmissign from A -I ggg{Lgtns- AmhogyL lnmho!II; i'.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 XR5EB2F FG1 F FLAT TRUSS 1 3 A0057637 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. Fri Jan 06 11:12:35 2017 Page 2 ID:ta7uotTo57oOtNCWmTn2mQyhggX-zzNMLm2KHz75Ynvphl1 FlpgMDn2bM4XafLHOvDzy6GA LOAD CASE(S) Standard 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: 1-25=-131, 9-25=-26, 10-18=-20 Horz: 1-18=-9 Concentrated Loads (lb) Vert: 1=170 2=49 5=126 19=73 20=97 21=126 22=126 23=126 24=126 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: 1-25=-131, 9-25=-26, 10-18=-20 Horz: 1-18=27 Concentrated Loads (lb) Vert: 1=170 2=49 5=126 19=73 20=97 21=126 22=126 23=126 24=126 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-25=-131, 9-25=-26, 10-18=-20 Horz: 1-18=-5 Concentrated Loads (lb) Vert: 1=170 2=49 5=126 19=73 20=97 21=126 22=126 23=126 24=126 xnht Fimsztlxrgtlr reri¢a;tu AIIC.`:iaSS3'k i`, iE63At I'.k#SE.J%bI11L%Sias'Clt M-,r;IAKX".BIKMENrbre. (rift hsip pzccdnsW+edx'etn!d; treaCevle Mtwhy;lb:; mt lk ld9egr.frahx lf,ri. tear n't SnNtda .Galrn#kmwlu ^tltEnRe tSa. nit ' iwlzi .,nxtlte lkhs sieNk tlx oe let dl a t a:tt ,sp rr s a tanagr grcuxunmrpe dlkpn<g q :rve: htw m. Mkt -yellow:Itlwr pbdnh iDGt ltw rn . r.a n p: ,bu r do s rd.fi Anthony T. Tombo III, P.E. rM.udtt rss br em bilsq i, stmInninfliq or. c F.0 a Ak'ed gm: w Pit G1I'1 afi x'!e stow isl%IY he in Wixl i''ARq'*ul MI lkR IAbe lggnt nr fi:N 1. 4, edsnq kaa, ft.p, edh gs%d it peiildtd w. 80087 he&liiepa ipn ae[nh M. AIIM, sC rd R lk TDOWM ta5n t peelkn d txkd in tr el V'¢wudma Tsfif."Ad I! IP, Wl"—dw lbxWiridg tmlesfiees&e egn4klain ntAfbtdli Ile., Ms a;.r is lN.ye:a7ftw nilrzn Yndedna, nkss 4451 St. Lucie Blvd. ellc..is. nFaMlr r ixnMrg ed rpe.e w an 1, dI pies hn1v4 1n he.s Det:u fgma is % y tle k:tlig aesiya, w lnv Sines Eelmre: e!my 9Atg_ 91 al6duad - , n Wnsd , TM 1, Fort Pierce, FL 34946 Copyright V 2016 A I W f rims -Anthony L Tombs, ill, P.E, gapmdadinn of this dowm in. in ony him, is prahibkil wfih iit:af wtintn pfrmissian Irons A -I gaai basses- Anthony f_ samba ill. P.I. Job Truss Truss Type Qty HOMES / 1718 XR5EB2F FL01 E Floor Supported Gable PIY 1 1 RYAN A0057638 Job Reference (optional) r r muui I IUsses, —t IIUIG , I J9y90, UeslyI lea Iuuhs.Wrn 0--8 Hun: 8.U2U s Aug 31 2U16 Print: 8.U20 s Aug 31 2016 MiTek Industnes, Inc. Fri Jan 06 11:12:36 2017 Page 1 I D:ta7uotTo57oOtNCW mTn2mQyhggX-R9xIZ62y2HFx9xU?ESZUIONb2AY 15h5ju? 1 xRgzy6G9 ON-8 3x6 FP= 3x3 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 3x3 = 20 19 18 nave UIkerb tA,T I— 11:G0ge,U-1-1-IZI IdJ:U- I-tl,U-U- -I ZI, 13/:U--1-t5 U-U-IZI 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 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 86 lb FT = O % F, O%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 19-3-4. lb) - Max Uplift All uplift 100 lb or less at joint(s) 18 Max Grav All reactions 250 lb or less at joint(s) 34, 33, 32, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20,19 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18. 7) 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 1ftC-1[1. fiHSt iAj, rpk_8.! !J'1 Y e SK:'-t--!!11Ct.(-t!N Ltaisr.afi it:)t..iilrm.e:iA rf.£(YfMf rgA SN i grZ gf gatSCt!f Caf(IFF H:RCi'S It]igi',t,JRtq 1 R"N iiiki*tF6d611i;rl.rtlaLaf i7Ra l3gkft. tY. dMrRilt t#t1M a;Gfir^l' kre6a b: Fxs h;ks'ig Ae l6Caxnkdrat. skinq a..yliath ay u,.@e rr ropr196 ar ua+asepwteMrdr ad vr¢ rxpri'a:ry ge 6etesigrd5e-girt srg bg dibl alfll irksg rs aytlan:, narf shVi Anthony T. Tombo 116, R.E. ar,r m r .Msig pe,Igwn:.er n.G. n .ru xgtaan t mga e,a an a :u,x n war ng;e xa n1 r ygmra n huwrrr'Iru a y wy ,x n skgegs at Iitiq e lekA gk'gmt mmi (rcaaM irva sdtaat4 r'G et dtyrxtses aY ga#aes(tir ildeg rapanefahM 4.'0Ed1 t(d MliaNhSina Sl:l at iek ettxbr grarrl rha.e igl Beas tte;ge,arM, ad kSi.sERe F. ssAs.n: fms EKap bgsrta atl"re M.s ds ne, alen 3S0083 WdeJ#nbhrdaraei'r.a[aGrla;sulmaw.rlYykalryhtsisd`ed.`:2eEus£ts hgrwrasM 3rtnaug:ts ix,aLross.Yshnragbrxasrgm-aq,;5u{iN,idtrRsa4cA,',tei'wltE-1. 4451 Srce, FL 3494 apyrighl iillbA-I£aaltrassas-Arthaap l.lamha III, £.E.£eptadaaiaaa1this dammeas, iaaay tam; is prahzbltedwghaag ibawrYea petri.ham A-t£aoi Trims- Arthaeyl, lmba III, p.E Fort Pierce, FL 3v94e Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057639 XR5EB2F FL02 FLOOR g 1 Job Reference (optional) r{ I rtool t ruses, rorA nerve, r oy o, uesiyn a nauaa.wui 0-1-8 H1— 260 1.5x4 II 1.5x4 = 3x8 = 1.5x4 11 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries,_ Inc. Fri Jan 06 11:12:36 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-R9xIZ62y2H Fx9xU?ESZU IONNnAKu5W Eju? 1 xRgzy6G9 1-9-4 „ 2-0-0 OHO Dead Load Defl. = 1/4 in 1.5x4 II 1.5x4 II 3x4 = 3x6 FP= 3x4 = 1.5x4 11 3x8 = 3x6 = 0 20 Io 0117 3x6 = 3x8 = 1.5x4 II 3x3 = 3x8 MT20HS FP-- 3x8 = 3x10 = 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 0.99 Vert(LL) -0.40 12-14 >582 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.64 12-14 >365 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 99 lb FT = 0 % F, 0 % E LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31 (flat) *Except* LOAD CASE(S) B2: 2x4 SP M 30(flat) Standard WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1061/0-3-0 (min. 0-1-8) 17 = 1074/0-7-4 (min. 0-1-8) Max Grav 11 = 1061(LC 1) 17 = 1074(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3389/0, 3-4=-3389/0, 4-5=-4264/0, 5-6=-4264/0, 6-7=-4264/0, 7-8=-3464/0, 8-9=-3464/0 BOT CHORD 16-17=0/2008, 15-16=0/4264, 14-15=0/4264, 13-14=0/4178, 12-13=0/4178, 11-12=0/2095 WEBS 9-11=-2285/0, 2-17=-2220/0, 9-12=0/1514, 2-16=0/1526, 3-16=-283/32, 7-12=-789/0, 4-16=-117610, 7-14=-250/528 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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 or 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. Bnial Fls>: damQllrm._h b119 ?fL;3'Sf—l`y nfB4A€It.Y560kBII1 AS"IS.OM'F9P r"$AB BE fl kT Me. h%tb'p7m. gnsan•!aa' #1rskq'I Bi`; mdtl ltA yl.tlli:,t: leb. 5'rta beta Mile dle-is *ell del Beal/ ibla caentr Jeh.stdleezetk.x OBdkrd!Asorrn, Besto III— ia ldGillAAnthony T. Tornbo III, P.E. I. IT ha et<ml.Lke is *I int, ietMdB*Bnn,11.11 A.A.W. he Initeg0 ger,iai wltdq fl delK IfaMl'.Ifyrahot@I.Ikeir.I3d @Betaeifild d t.-dnagkreleB; 1 «ktleAe k - isl de «esiailiftal = 80083 gefalhal0 sign et (aoh ,In AButssr apu @ ide pab Ip a.Bere el dekldq(rpn lSa!Eh Ma f I(HiIalBlafl l'aW!&A as el f4: end i 1%I af utde reslaas lraeset dtiesAlkl,.,Ba'aer,.nuk.ge Evtca nit e.,sarr:k+a. aaese 4451 St. Lucie Blvd. rda+rhe xfine9ha;xnn as etexw•nrs i, rtB Bes'matrH to rr, Bh;«faluea s B rdes,u Balm rI Ic.Mer 51-1!, mrrh,I. sit t.41.4 Is me., adkd mm r. Fort Pierce, FL 34946 41 (e12Olt4-I Rspr.donix of this docBmem. inoay form, is prohibited,ilhogi, vnintn permississlrem4-)Aost Test-,- 4ethony T. Tombs ill: F.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057640 XR5EB2F FL03G Floor Girder 1 1 Job Reference (optional) Hi Koor I russes, ron merCe, rL o4u4b, aesignLa I rruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:37 2017 Page 1 I D:ta7uotTo57oOtNCWmTn2mQyhggX-vLV7mS3apa Non42BoA4jgEvbdahvgwTt7fmV_6zy6G8 0-1-8 HI 226-0 1r10-4 I 1-3-0 01801 Dead Load Defl. = 1/4 in 1.5x4 II 1.5x4 II 1.5x4 = 3x6 = 3x6 FP= 3x4 = 3x3 = 1.5x4 11 3x4 1.5x4 11 4x = 3x3 I 1 2 3 4 5 6 7 8 9 1 11 0 21 20 tef=!! 41 l tr trtr 18 17 16 15 14 13 3x6 = 300 = 1.5x4 11 1.5x4 II 3x8 MT20HS FP-- 4x10 = 4x6 = 3x6 = 19-10-12 19-10-12 Plate Offsets (X,Y)— 1:Edge,0-0-121, [5:0-1-8,Edge1, [12:Edge,0-1-81, [20:0-1-8,0-0-121 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 0.80 Vert(LL) 0.39 15-16 605 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.61 15-16 386 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-S Weight: 101 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 31 (flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 1112/0-6-14 (min. 0-1-8) 12 = 1900/0-3-8 (min.0-1-8) Max Grav 19 = 1112(LC 1) 12 = 1900(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3547/0, 3-4=-3547/0, 4-5=-3547/0, 5-6=-4518/0, 6-7=-4650/0, 7-8=-4650/0, 8-9=-2991/0, 9-10=-2991/0 BOT CHORD 18-19=0/2089, 17-18=0/4518, 16-17=0/4518, 15-16=0/4518, 14-15=0/4094,13-14=0/4094, 12-13=0/1245 WEBS 2-19=-2310/0, 2-18=0/1611, 3-18=-266/25, 5-18=-1 257/0,10-12=-2272/0, 10-13=0/1931, 9-13=-262/0, 8-13=-1219/0, 8-15=0/615, 7-15=-334/4, 6-15=-343/547, 6-16=-265/66 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 926 lb down at 19-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-19=-10, 1-11=-100 Concentrated Loads (lb) Vert:10=-858(B) gtaitr-Hae gmgllr rerk. 1110" r TiLSi , 5;'' 7";, fFIi3Fl P4gS fi J#U.II'Ii CJS'Oq iin`YjFC[k d'<E[KY:kr lao. Irit( tesi¢ Nu.4at ra/ w4s n xas lrtx k ip Dax!IGi'; mlge tdkarr.Ia& II. P:. tde'n;<Saatdcee tn. Udett MxNst ttdel a qt i U, mlr WN eoaakr deh dell atai isr qe T DD 4 k dd As a lnss Utsv hr po'k EEt a>•`q- A .MT "s+ wa;gtr dgrr pt cad tgiarrurr:>;mtRil.r kr Ya t y d1k 'a;k Ims tIM"at 100 Wt.ala In rate p mpwt;, kaq tE'it v i.ldr Anthony T. Tombo III, P.E. W tstd tr 1—'U" th r -'Ifi dmt Om, kt O.te AtAqW. Ma kal(ar. " k 9x.cite. dW Ir0 Ix flalwl .%quk Wigt NW-I0i tUU tat fithi dq r..s. wdtt rMalig, lap- NI.d a sad kke .pts hlhld s 80083 gt$3Ila{paers LttheM AA xI dedwge lUUW3x p.tet Ip'kte de.'.&IlgC gnat Sdtnlda Ism Ryl.E tk r.WAtn.e!d ti#pa cplWaMini, In 1. qe tsras!luiet nt Akecdq_1 a.s@tirttr..rc sk ¢t:yxea ttel ktandwa .lest 4451 St. Lucie Blvd. ijtmawist ofmdNt;wamltgafept-w mxat:dpmetkMed lara, Deia Gritea!sR_rde te.11lq Oeslpn.ahrs,.Her hrat..dar Nulty. gl;et.detf:arsat is ifitt/s.'PI I. Fort Pierce, FL 34940 apysigdr 1416 A-1 Aaai Grsrs-A.iti.nyLiamha ill: P.E. &tpmdunio..1 this dorumtmAmy farm, is plobbilzd wilhout?he wrintftp noissio.tram A-1 coot fm- Aethoayi. iamb. ill; P.E. Job Truss Truss Type QtY PIY RYAN HOMES / 1718 A0057641 XR5E82F FL04 Floor 1 1 Jab Reference (optional) Al Hoof I russes, I-orr merce, rL J4`J4o, aesign wa I LFUbb.W111 0-1-8 H 1 2-6-0 1.5x4 II 1.5x4 = 3x6 = 1.5x4 11 1 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MITek Industnes, Inc. Fn Jan O6 11:12:37 2017 Page I ID:ta7uotTo57oOtNCWmTn2mQyhggX-vLV7mS3apallon42BoA4jgEvZSafpq_ lByltt77ffm1 V_6zy6G8 1-9-4 1i3-OTI Dead Load Defl. = 3/16 in 1. 5x4 II 3x4 = 3x4 = 3x6 FP= 3x6 = 1.5x4 II 6x6 = A S F 7 8 9 10 11 3x4 = 3x8 = 3x8 MT20HS FP-- 1.5x4 II 3x8 = 4x8 = 1. 5x4 II 18- 1 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 0.93 Vert(LL) -0.33 14-15 >676 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.52 14-15 >434 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 95 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) CAUTION, Do not erect truss backwards. BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-2-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 11 = 1029/0-3-8 (min. 0-1-8) 19 = 1029/0-6-14 (min. 0-1-8) Max Grav 11 = 1029(LC 1) 19 = 1029(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3208/0, 3-4=-3208/0, 4-5=-3944/0, 5- 6=-3656/0, 6-7=-3656/0, 7-8=-3656/0, 8- 9=-1077/0, 9-10=-1077/0, 10- 11=-1079/0 BOT CHORD 18- 19=0/1914, 17-18=0/3944, 16- 17=0/3944, 15-16=0/3944, 14- 15=0/3944,13-14=0/2641 WEBS 2- 19=-2116/0, 2-18=0/1430, 3-18=-286/12, 4- 18=-1033/0, 11-13=0/1429, 8- 13=-1730/0, 8-14=011122, 7-14=-318/0, 5- 14=-703/134 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Mn,>) Fleei tlmmklP re-.-0e 1I10;"IDS S'',Y' EI7At1'WS57%DIII DS JS OM tUPr)U.DR:4 [DuWpPia f.tle NPW"eaixeW xl del SC jD ur;IP'; xdpe A.n rCEe€ls P; z D lr gitaz nttkt lldes sYlln -Eim:r'Dcnr ef-t t rtrr.susia rym - p res EEt as mnm'DP sgresEdsne,q edn p t shad ert ns _}oe.airym:t sy dticesuyh I p]anCxtPDrelr tnl ciaee m aProe Im } tens sdna':q Anthony T. Tombo III, P.E. W es..d p' ss fr wp t. P4r M q-oJdOwee•,h Gwwr dM ari ryecan bltiaPPv a uMddr R ne la Ifxl 1 rJ4q ANRI E. ike R Idfie 7D0 ee nr fi.N rdtle hcs, ird glaAaq i }e nfleDneal Id'kDx sidldrd s 80083 Me Be.IluyD spereti lnA lr. AIIM sr rgilkIDCari#e rsten IC7.cluesdYukWy(sp. ISd lr Na ticz ttSD}kD.k l krl al SrJmid Isa:dpdn.e. lPll afiees ne nynslnldes rN hfiesdl.,P.b:r,"russ k.nr ag'rea ailrtss Yade;Mn. Ness 4451 St. Lucie Blvd. nkcwis. eefmA I,.("w w i efn nviana i! al Path. I IA Im tra,s trnn Eernea a Fl ne 6i:liq Deelpe_. I 55ne Err .e v-b':.tny. All a}adi.ed xn, aers Shcnl x. TH 1. Fort Pierce, FL 34946 Copyright 2016 Ad tool Inssas -blh. q L Eambe ill, P.E. RDpkadDOiaa atdis dammem,iaany farm, is prDhi6isaJ piihom'ha writlDD permissianflamAifaai6Disas Arahaay i. iambD'li; P.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 XR5EB2F FL05G Floor Girder 2 1 A0057642 Job Reference (optional) usses, Fort Pierce, FL 34946, aeslgn@aicruss.com ttun: d.u[U s Aug 1 2U16 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:37 2017 Page 1 I D:ta7uotTo57oOtNC W mTn2mQyhggX-vLV7mS3apallon42BoA4jgEvh9aohg3at7fmV_6zy6G8 1-5-12 3x3 = 3x3 = Plate Offsets (X,Y)— f1:Edge 0-0-121 LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) 0.00 5 *"` 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-P Weight: 17 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 3-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 942/Mechanical 4 = 942/Mechanical Max Grav 5 = 942(LC 1) 4 = 942(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/1199 WEBS 2-5=-1411 /0, 2-4=-1411 /0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-3=-300(F=-200) Concentrated Loads (lb) Vert: 2=-929 bait! Rm JfryN •eak.. ha kll 1E95'v's ftt(R". ttRDof °ictE Lt R3'+)a Ci R iU'Eii S{SK rr,96Y"5T`f¢ra. Eat, ksg frladeiviRH tk ards;mss Pe yl xa. kq l64!ditt kAfta E Pas Gt,ts lxMeatl Ser#6A#e se 68ss a^,#cst d u 3t'GQ ahN:t6;i lP +v! .N"Et fl'd Ea fH 14E&#t 1i3 ! fI. Srt .t4 la t ,;(t'{I):Pi #a 5td ft fiat3 %t 1fffil aai:!llpt"f SIlf xdr Ykd!gm! ap't'•pPoL'FitfY 1p rlFtf'#fit iib§I!1 1 m 1 (ffifl 7 6tEEt rtS ifll b M4ijt ri.xz;Att;.:9.; ipll'eR i hE:a! atatxai r [ E#os aye to ;.e.ix:m>w. a« roa#rre:;ldx-atdxkapk..pa.»ram ;rtnsrolat:. t otu nbdta; ;,ea:a ni i tppaaa lsai Stu d -.1.Nm a•m n Anthory T. Tombo I::, P.E. at 4 ai p,s=.thvnita4-, , 7. gt>tiarsi, ii, 38Jf83km; x,lpe{anaEat _imalsa Wwdi t4Mn•pasasalhaesdAe€aRagtgwa:5d.+tiaamu Et (.niEaitiE Nm Sri midlraxcro! EerFel sn(at,•etlt'aes k reif¢L a.4ln medtilsitst ss3tAm5tra,. @sw [at measGass Ms tRa#,mless stelnua4eait§r t tm+, as ! Hl+.e>lrYiry Fr d.1a n snlar['4f l a rayrEk nt# s X 2f idYu!'.l9p#, se hss.psha:'hr# dc} itEtib; ,? rqf&: IEo as as m lt ci'a Itl.l 4451 5t .ilC'.v. Blvd. zt Fort Pierce, FL 34946 Lupyriq>ti S iHlbA-t tanf Iretzss-An16any1.7amEe tit. P.t. £upisdnliian aitkisdommaa5 in aeyttrm; is pmb,$iEed.;7hu 1 ffiewriBtupuemissian hum 4t icai Bxsses An)haxyLIamSe I11: Y.t. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057643 XR5EB2F FL06 FLOOR TRUSS g 1 Job Reference (optional) rA l muui i rubles, rorn neroe, — -%U, uesrynl,a nruoa.wm 0-1-8 H 1 2-6-0 1.5x4 II 1.5x4 = 3x8 = 1.5x4 11 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:38 2017 Page 1 I D:ta7uotTo57o0tNCWmTn2mQyhggX-NY3V_o4CauVfPEdOMtbyNRSoU_OVZQMOLJ W2WYzy6G7 1 1-3-0 , , 2-0-12 2-0-0 3x3 = 3x4 = 1.5x4 11 3x6 FP= 1.5x4 11 1-3-0 00 Dead Load Defl. = 3/16 in 3x6 = 3x6 11 6x6 = 3x6 = 3x8 MT20HS FP= 3x3 = 1.5x4 II 3x8 = 4x8 = 3x10 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except` T1: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1091/0-2-12 (min. 0-1-8) 20 = 1085/0-6-14 (min.0-1-8) Max Grav 12 = 1091(LC 1) 20 = 1085(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3460/0, 3-4=-3460/0, 4-5=-4388/0, 5-6=-4388/0, 6-7=-3925/0, 7-8=-3925/0, 8-9=-3925/0, 9-10=-1152/0, 10-11=-1052/0, 11-12=-1152/0 BOT CHORD 19-20=0/2035, 18-19=0/4225, 17-18=0/4225, 16-17=0/4388, 15-16=0/4388, 14-15=0/2809 WEBS 2-20=-2250/0, 2-19=0/1576, 3-19=-255/0, 4-19=-846/0, 4-17=-164/605, 5-17=-304/44, 12-14=0/1529, 9-14=-1832/0, 9-15=0/1234, 8-15=-289/38, 6-15=-876/1 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 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 at joint(s) 12. 19-11-4 CSI. DEFL. in loc) I/deft TC 0.66 Vert(LL) 0.35 17 684 BC 0.90 Vert(TL) 0.54 17 435 WB 0.75 Horz(TL) 0.02 12 n/a Matrix-S 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard lq Y L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 101 Ib FT = 0 % F, 0 % E gatiq-Flay nntgihrz,iea lie'A I IOn`11tlSG5'1 Yf(I3A(I(LY56:JkUlOGlS(JS'Ox1,P;i2(I:C;B(Nll:kr ke.luill htiplxtatlnsaE ral tdetn Rit last hilt Ortxsl;l";ad tlt lalinr 1.1 la ltl;/i. iden tSkN ldxe+e. L4lta dkxtiiu salAndt i00, a1[ '. dilaMromaxr Ades sldlktsef fe 7t iagkkrd:l. Astlrrzasat Fgcen li.e..5iemin hlitnr`p Mt s na7@C rrymtdsnx:ryMrdlie prin:sualegitx iy aslautihxktra:ytdnx. sigk Ga;slgvlaniklaC nll,nia lfl l.Iua:iprs+xinas, Hairy alaias, :dhn:`::h Anthony T. Tornbo llI, R.E. aou d hi ins k nr 4'I ejn kt lni aliry d6, O.te, At Cra Mlann tleduli Wllklg gx.ia 5t uded dtle ttCtle lIX Itz lyd' :Iliacat nt ifll tlx eryn. ltlbe lPO of niMN tl 1. s uda'Ikuntg. kgt n5kl nlwat Nx+l sld kas p iadtd 80083 Ntg+Ilq as Rn ae LehxM. All wn—o It ft lu'alt W'. W/rlaw, d tk W11A(etgt lkks Mrat6a;IX3tlI Msk11 111a15KAxt.dan:0 k pwal pd IKI iK- Is, resinsiilities al M't d o hr.,gesr{tr,Tins kugt I*.— at lens gndrdxx,+tkss : 4451 St. Lucie Blvd. etlt: ist afdakt:xnxltpaierytlt vma lr dl prna nnita labs bes:a[tgmxnMClde{rN:q gesilu,a Lru Srsta Etgerx dal k:llkl. AN:ryaieN fxx,of addlal a'III. Fort Pierce, FL 34946 opyrigdt 24fd A -I AaatUusns Ainh ayl.lambolll;p.t. Remodudian of this document, innny form, it ptoklitedwithounhe vnintn pumistiun from A]loot I--- Aathooy f. lombo IIIJ.L Job Truss Truss Type aty Ply RYAN HOMES / 1718 A0057644 XR5EB2F FL07G GABLE 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:38 2017 Page 1 I D:ta7uotTo57oOtNCW mTn2mOyhggX-NY3V_o4CauVfPEdOMtbyNRSpO_41ZVAOLJ W2WYzy6G7 0-1-8 H ! 2-6-0 2-5-4 1 1T-3-0 1-3-0 1-2-8 0 1,-81-2-8 01-8irITI Dead Load Defl. = 1/8 in 3x4 = 3x4 = 3x3 = 3x8 = 3x3 = 3x3 = 3x6 FP- 19-11-8 10-6-12 11-11-8 13-3-8 1 14-7-8 15-11-8 17-3-8 18-7-8 19-11-0 10-6-12 1-0-12 1-0-0 1- 7- 1- 1: 1-4-0 1-4-0 1-3-8 0-8-8 Plate Offsets (X,Y)— [1:Edge,0-0-12],[25:0-1-8,Edge],[27:0-1-8 0-0-121,(29:0-1-8,0-0-121 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/TPI2007 CSI. TC 0.60 BC 0.70 WB 0.44 Matrix-S DEFL. in (loc) I/defl L/d Vert(LL) -0.12 25-26 >999 360 Vert(TL) -0.26 25-26 >471 240 Horz(TL) 0.02 23 n/a n/a LUMBER - TOP CHORD 2x4 SP No.2(flat) 7) In the LOAD CASE(S) section, loads applied to theBOTCHORD2x4SPNo.2(flat) face of the truss are noted as front (F) or back (B). WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc 1) Dead + Floor Live (balanced): Lumber purlins, except end verticals. Increase=1.00, Plate Increase=1.00 BOT CHORD Uniform Loads (plf) Rigid ceiling directly applied or 10-0-0 oc bracing, Vert: 15-26=-10, 1-14=-100 Except: 6-0-0 oc bracing: 22-23,21-22. Concentrated Loads (lb) Vert: 6=-842(F) REACTIONS. All bearings 9-5-12 except (jt=length) 26=0-6-14. lb) - Max Grav All reactions 250 lb or less at joint(s) 15, 22, 21, 19, 18, 17, 16 except 26=651(LC 1), 23=1564(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1562/0, 3-4=-1562/0, 4-5=-1562/0, 5-6=-1562/0 BOTCHORD 25-26=0/1115, 24-25=0/1562, 23-24=0/1156 WEBS 2-26=-1233/0, 6-23=-1860/0, 2-25=0/494, 6-24=0/553, 5-24=-318/0 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 studs spaced at 1-4-0 or. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 842 lb down at 9-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. PLATES GRIP MT20 244/190 Weight: 98 Ib FT = 0%F, 0%E Wa:y nutlU"af*ro h s1 1IN 11M 'Ift ff' RID.; TIM I(DogiSIhTty Wu'K"1r,;W11rMo. tehk0pi..W w!Nt W at 4l,tkur4 -'4RIM, W h Wkv,L°l.aIll. t 1110sw tEt<,, taa a a w, x Salt 1vpAlswFts4da£aID£hNEd41! tI.si!I$;q— *OdllEepn *. ;d . M IN'qrnwi . k"'ism, i 4, "ftilworapt!qmpa,FileshhtdnlgNhtiigk1.iel'IdaAMD 1'041ry1.:uNtpturaltaa3,la1.l,at!1 thlss? Anthony T.Tombo1..,PIE. and Ntd Mil fam3xidoy3rs,t11Nti1!lbt 9' .be+va <daued ttEMa'!l lat ryDtpa,adt rdNtatk ](,&' vl.d ird[iry tad Nl I'N NP dB qe lead at!aN d:! v,i, k4xut iNdiry ae4ge,k klmN ad lieoq 311 ktet ua dilr tt 36 n$3 zt 1t WA'juj¢..1(W.* 0W, so.1. M"adf Inn. , (It1A11131 iN1gldgj(01t$Gf 1 PfY11Nt1(if}14EIiSYtd 1F N1 i1.A p4ldliN(Y h!1pC11 }!/ ,t nt NS'kl tftpN.w+..A'.43 Nd deli tS/M1'i33 DE2 9tt; i[Yit DSi''EgiB±N Nt RtS WlV'dttfNS: Nh3f A: N'+istit!ad 3+ti t73gN)gNhyY]rt)kt dipan-niu1.[le1•rsi Dtti}!Ery4taMMD. Re tttYul.Kest,a(fn3:ltha EtlntadmFti iy. t: tgih zd hic3MEs fE;edpIfl.t 4451 St, Lurie Blvd. Fort Pierce, FL 3. 946 CopyrigL1Z 7016 A-1Roof Iratses-AnihtxyLlomla 111, K.£tpmdauiaa ni lDis dowment. is aap lc!m, ispm£ibitrd:itbuol the wdrea permissioe SuN£-I[oot lrrsaes-Amdexpl.losla lEl; BE, Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057645 XR5EB2F FL08 Floor 1 1 Job Reference (optional) A I MUCH I Fusses, Fort Fierce, ra_ —, ui ILIU— „I 14 13 0-1-8 H 2-6-0 1.5x4 11. 3x4 = 1 2 Zun: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:39 2017 Page 1 I D:ta7uotTo57o0tNCW mTn2mQyhggX-rkctB75rLCd WOOCawb6Bvf?ypOOH I_39azFc2?zy6G6 H 2-1-8 0-8-0 1 1-3-0 A 4 0 Dead Load Defl. = 1/8 in 1.5x4 11 1.5x4 11 6x6 = 3 4 3x3 = 5 6 7 1.5x4 = e• e• 3 0 11 10 9 8 3x3 = 1.5x4 11 3x6 = 3x4 = 8-10-0 0-4-0 Plate Offsets (X Y)-- [1:Edge 0-0-12] [7:0-1-4 Edge] 11370-1-8 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 TIC 0.75 Vert(LL) -0.11 11-12 >915 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.21 11-12 >488 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 46 Ito 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 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 475/0-3-8 (min. 0-1-8) 12 = 475/0-6-14 (min.0-1-8) Max Grav 7 = 475(LC 1) 12 = 475(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/0, 3-4=-788/0, 4-5=-432/0, 5-6=-432/0, 6-7=-438/0 BOT CHORD 11-12=0/735, 10-11=0/788, 9-10=0/788 WEBS 2-12=-813/0, 7-9=0/573, 4-9=-695/0 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) 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 Weniq Fkrc flxmil.re n NtO .IISeS S''i Ed3dtI LVSd JdbIItCIS:JS,tld "tUtt"2(dd@&[BeM NT Nr.t Ak'p ya. dnrW 1 '. ia! xGe_pfXt R(N}ed l4 tetlnrl.t t I.;t lekn;e SaMM I,rN o-1 xis sail rt IeA nit Nirx naFatr 1 sWfk a. eeulr dta Ir..oe:zn Fq .e..te:ery [cp .n n p h, rgv..wener atex dMpm rnleKu iy yn.alBg4 ayodie -alk trxN fiKloo It en rntlx«ye Nn't as s.wintilq Anthony T. Tornbo III, R.E. W ir, d Aj T,,s,ln vn MMq is tk itst Imdawe ,mcw Al eqn ,kMNn19 „mu drdlbN dex it N, 18gd of rrlR p Idtl N11 ffiN nr s:lea fq +diq lq nklr a ipltl Alrtd =80083 qeS 14q f1 gr A[er6 1 dlfM tensMa°i0C EMxp 9a IreM sdh kadetC vyneel Sdeh Adp d IlSflt lkl tl !s&.I re ld fbt -i pd 1N I ee.,tde r,,msbh,r ILIW sd IL lis.,0 .- T.nss kite saner eri 1—Is rfelnw,edess 4451 5t. Lucie Blvd. elk nseafinelNaiaekalgru¢epasw.Y'ash Wryrlks nralM. loelu!Des.n Eaymw is d_ltk 6ultiq Ueslpn,aL.u.}nea.Egme An, bll"q. Sll egtlali.d-nv, aseeaed s.Tn Fort Pierce, FL 34946 ogytight 92016 A I Root fuwes- Anthony L Iegb. III,P.L Re;nadUni—I this dotuireC1,INC0Y him, is plohibiti,d MdhOutAs Wnf'11'FenlsIlOnl— 4-I ReOtflusm Ardayf. Iambs III, II.t. Job Truss Truss Type Qty Ply RYAN S / 1718HOME XR5EB2F FL09G Floor Truss 1 1 A0057646 Job Reference optional) I Root Trusses, Pon Pierce, FL .34946, aeslgnLaltruss.com Run: 8.UZU s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:39 2017 Page 1 I D:ta7uotTo57oOtNCW mTn2mQyhggX-rkctB75rLCdWOOCawb6Bvf?ywOQclx99azFc2?zy6G6 0-1-8 H 2-6-0 I 1-3-0 2-5-4 1.5x4 II 1.5x4 = 3x4 = 1.5x4 11 1.5x4 11 1 2 3 4 12 I 1 1-3-12 , Ou8 Dead Load Defl. = 1/8 in 1.Sx4 II 44 = 1.5x4 = 6 V L e• e• EO p• 9 8 3x4 = 3x4 = 3x4 = 0-9-0 3x6 = 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 0.74 Vert(LL) 0.19 7-8 666 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) 0.29 7-8 435 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 53 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) *Except* W1: 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 1294/0-3-8 (min. 0-1-8) 10 = 690/0-7-4 (min. 0-1-8) Max Grav 7 = 1294(LC 1) 10 = 690(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1710/0, 3-4=-1710/0, 4-5=-1710/0 BOTCHORD 9-10=0/1214, 8-9=0/1710, 7-8=0/1476 WEBS 2-1 0=-1 342/0, 2-9=0/813, 3-9=-424/0, 5-7=-1927/0, 5-8=0/258 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) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 922 lb down at 9-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-10=-10, 1-6=-100 Concentrated Loads (lb) Vert: 5=-842(B) Ve>•iq P na,.gtir - n llm. trccs x r Fr al l:wsa,.>tinin'rsnow•tln.retes,aawwzr.n.raned ipp .ns -alrnesaNIT,nee; B-itIgr;wdW41I rl.tw#Ii,P: ft'.a.S ldxe I a ia nean¢o.wt llTersamnkrtiexssazgle ,dio.n xut< d.t Ir C.sa [egg Pe ty[s.n ala RW qm al aa;ghx do Pw !e w :ra:n tm; nr de,i dnr:lei lq id nloaait,aantnLr aqe erart rna saw m al.xdlr wa,uda Pas lm dne gx.n,aexar ,na 'qne n.Iwle o. t Anthony T. Tombo III, P.E. x! ga, nds skttn IF n IIX iron I Ifq cMt IRI t. gx pr I$ht lggalFfieN n 1. Ed4tiq Meter. I ett-fll I' wk id'kYe [.Pees Alittd 80083 I Ne SaddieyC ya ae (1ikKM. Fg ed rtrq ie lk iCC edtlxn491e;r ir. liae dnex ldq(gnal Stan Mn f NSI r Ih kl ki. eSK.f ek ! dp! .1P41e ee n<nspes lies altrtissd lu.,gs a,.rvs &,ig mg'rea ae lren Nmh9nn aless ennxnraturelke, ealodegad W#.vIY-hnipReslmrN tali,.Rswfgioeels[ (MN,HigCalpxl, lrti.rdexEq dn:iilllq :II;gWf.eias,neaddialr I11. 4451 $t. Lucie Blvd. Fort Pierce, FL 34946 egyright'Dllil6 SI Ant Lrsss- dnthnny i. iamia 311: P.E. Reasaduaien aphis document, in any W., is prohihitdwi3houthe wlittenpermissine I'm4-1hill FrrssysArsthany i.lamioIII: P.E. Job Truss Truss Type Qty HOMES / 1718 A0057647 XR5EB2F FL10 Floor 10 PIY 1 RYAN Job Reference (optional) A I MQQI I WS5e5, rOrl rlerG , rL J4Y40, UeJlgrl((Id lr USS.GUrrl 0-1-8 H I 2-6-0 1 I I_ 1.5x4 II 1.5x4 = 3x4 = 1.5x4 11 1 2 3 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:39 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-rkctB75rLCdW00Cawb6Bvf??5OSg I_i9azFc2?zy6G6 2-4-8 , i 1-3-0 1.5x4 11 3x4 = 4 5 3x6 = 6 Bi IV IV e E0 0 30 = 9Y = 8 o' 70. 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plate Grip DOL 0 TC 0.54 Vert(LL) 0.09 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) 0.14 7-8 918 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix-S 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 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 571/0-6-14 (min.0-1-8) 7 = 571/0-6-14 (min.0-1-8) Max Grav 10 = 571(LC 1) 7 = 571(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1188/0, 3-4=-1188/0, 4-5=-1188/0 BOT CHORD 9-10=0/944, 8-9=0/1188, 7-8=0/977 WEBS 2-10=-1044/0, 2-9=0/468, 3-9=-256/0, 5-7=-1071/0, 5-8=0/439 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 300 = PLATES GRIP MT20 244/190 Weight: 55 lb FT = 0%F, 0%E Netig-ilusz tlxnselr reeler ne'a IIOOf TUOIUjk;!rP 6f1311 EiMS LAD111015 CUSTOM, I. We lo:ti. eeftna Sir,..., e_CrlecsAMalu s!delmne fgg.nll dk7ak—W alor".11k efa de iggkk 'AA. Iserrri Oe,Ipf r ....ie:aks krmx`> d"W u W7 w'm -aqw dhe yrgt:aael xginxojra=aeaal3rM& kslp AN .*T diem" kmoaq. Herz ITS 1. t: asge wen,,kakr anmx: uimtm Anthony T. Tombo 111, P.E. d.,eArk 'inslx ns tdtlae 5 ras l'Ifid(x Orea, de Onn Mla¢d epAxk lnllkr0px x#e wanAMg(.11e Ix ear krzl ttlkg rk ab iflt lk p!ddkr Nl nl err fiAd Adr 1•ns xdNq kuekg. Axep,kflatiweak 'a,id kkirpniieArd 4L80083 M rtlenp@eupx ae [eat Ax.WMssdMkf410C ni rse prssrn IpxAka Aae kilEq kopcnlS#h Nu fin I[SOIAI-keh Lane 51(An d efr<1--rApfeee cage W> mlassu aawx .rk:, '. 4451 St. Lucie Blvd. ax.I:e ak ex e:«nm p a ra k r ma n x rem mAe a tk r,,, a ::p [ymx is r,t nr k un3 oalpx x uei, sfA r 6pxK Aeg rle. YI arw ee mx, x, n aA ne h m f Fort Pierce, FL 34946 opyrighf02016A-I Reai crosses-Anihooy i. iamho IIIj.L Repradoeiem of this dmUrrent, inooy form, is prohibited withom the.64en permission from A I Roof cusses- Anthony L lomhe III: P.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 " XR5EB2F FL11E GABLE 1 1 A0057648 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. Fri Jan 06 11:12:40 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-JwAFPT5T6VINeYnmTldQSsXHzovzl V4Jpd?9bRzy6G5 0M oN8 1 2 3 4 5 3x3 = 6 7 8 9 I TA I D _ Llwiz 4 STI ST;1 ST] STi \ .W2, ST1 STI STI1 q It 18 17 16 15 14 13 12 11 10 3x3 = 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 1 9-4-0 10-9-00 1-4-0 ' 1-4-0 1-4-0 1-4-0 1-4-0 -0 1-4-0 Plate Offsets (X,Y)— [1:Edge,0-0-121, [19:0-1-8,0-0-121, [21:0-1-8,0-0-121 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 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 50 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 10-9-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 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 lWst 3n+y,ry,ekr de'NI rJt71A5i_i;'SEt.'J"pfNglt 3fGY11(Qt;Y,K (Fi1C 7. Y7r[rI F:iK7:i764Et1' Ms, tx.S j kcacKreM.4rs ad,M nk! n GFs'nx ksgt:n.ktilM; M M 31Ken 1. iesao l6, ti-kMeta Slretkhrt tsa BaKi disr<ut sk[l a3t'GU,eeh gia;rt+M 0ts,N1ienaM111 IUFxnsail..tf s'R igt,t}rgp,t, t4tdt rou;,la narororlhgrrxestx!nxre taht pAti.bfa!eriue gn:protialAf gt1.0sinsolmOghIm r"tM1.1,lnl ilt kugt 35i apalt!. hat.t. Lsn ssl i;er _ Anthony T. Tnmss lil, P.E. a tart r tsh,n. >b ;row c.w ros.+aq a.e kwgb,gn,hk ap o x,N x wat wy;w t I rrgptWa5el sat h d3 n t, n ugi mq. mtg,;ma. sk q,ert xr f« - 80083 tt tti0y e.yw sa rtenttM Nras sa Wsde r'dm Ee rrtrres ee t.kmsaMt.kq (,puaffa R tdneaintartauntia rot SRs atiau nMgtr..tl taen. CN•`khtes »•.r re;Ht.tt ni lfuslkri is tesq,¢(nn Ntsvt nt'mIVMeMx,.d:s, i 1.IJ krna lftLR:YI3 tH try.4vT keR jFltt itiNN. ShIii,9,,rp&r-.i.NJ*,hua 4,4.,rl'titSIM.E'Vt!nnl roteiq. :,¢tgik.atM¢!nit Y.I(.nlhltFi. aastSt. .uc.e Blvd. Fort Pierce, FL 3=945 LopyrigNI FDIdA-1 gaol basses- Anihney(.lambo III, PT teptodraiond this dotement, in nay ream, ispolobird.ills.1lb—into permission from A -I ttei lrtasts- Artlhotrl. lembn flt, 1`1 Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057649 XR5EB2F FL12 FLOOR 5 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.020 Is Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:40 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-JwAFPT5T6VINeYnmTldQSsXFKopX1 N6Jpd?9bRzy6G5 0-1-8 2-6-0 1-6-0 2-1-0 1-6-0 q-8 Dead Load Defl. = 1/8 in 3x6 = 1 2 3 3x4 = 3x6 FP= 3x4 = 3x6 = 4 5 6 7 8 9 10 11 3x4 = 3x8 = 3x8 MT20HS FP-- 3x3 = 3x3 = 3x8 = 3x6 = 21-1-0 21-1-0 Plate Offsets (X Y)— [1:Edge 0-0-12] [19:0-1-8 0-0-12],[21:0-1-8 0-0-12] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.25 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.39 14-15 >646 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight: 104 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31 (flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18 = 762/0-6-14 (min.0-1-8) 12 = 757/0-3-8 (min. 0-1-8) Max Grav 18 = 762(LC 1) 12 = 757(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2467/0, 3-4=-2467/0, 4-5=-3244/0, 5-6=-3244/0, 6-7=-3244/0, 7-8=-3244/0, 8-9=-2487/0, 9-10=-2487/0 BOT CHORD 17-18=0/1436,16-17=0/3058, 15-16=0/3058, 14-15=0/3244, 13-14=0/3068, 12-13=0/1465 WEBS 2-18=-1588/0, 2-17=0/1139, 4-17=-654/0, 4-15=-68/489, 10-12=-1609/0, 10-1 3=0/1 130, 8-13=-642/0, 8-14=-77/481 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. 6) CAUTION, Do not erect truss backwards. mpr flm dxmllr arie:r ne'LIIOa'I Blkiill';,RFCFh[ 1145 LOW RUNS ('7i'Onilm(rf i[C[.bYFaiWCr bre. htih ksip N;miers vE red.leiai6it I—Rtiip11-i' minrINar I.ladam,l.E.lhrme liaiCefire u. Wrts klnrise nt1e1ant f.a, rrh E4T:t—durleiaslellk IVWDOUl E+;apeitaitllsrin:sdesashrpiniie,Sreuh7Grise n amTarrereatatrrksshultq elgrttP:rtlshtsd<Ity ak 1hI lFiimakMD"If,aI.Mt. N F rva."W.1suiat,06m, Anthony T.TomboIII, P.E. sear irsiM1xalCnV7r1' n pi'sl IdrO e,At9ra sAMuigealmd Iwl/eyb :gx;hdeuaedsipsgCdelx lnrhullslopycdsMltlt IGerrrnl tiNb idrWi d I. s."Nigiealbyslrge,mtl.1 oxr !skl.l ne pesiW49 = 80083 ts He Aldga' perai[akr,pr. AR ens craslklUC dtk pss'icesW petlmsdheknC.g(gaeel Sr!Eh ldm.e.aiNagplCiklhl"WSRA st de:aut nrimri pion Irlleefiasnr egns pltihi alk.esdn: Easc lupe,Tkip Eq.— I I- Nathsd oaa,ess 44515t. Lucie Blvd. rdemst dd NN I (Wtl qxl epr n npa h, d plies pnhel la M.s geila Gyicn it E:1 de G.Iliq Utsipa. a Lns 9sns Ergbd dar N:11. >fl:gndeN tix, ae rs9dIM e'ql- o fort Pierce, FL 34946 Ispight92016 4-1 Roof 6nsses- Amboy f. lamb. Ill: It. Reptdurlinn of this doniona in.ny form, is ptohihiled without rho rrirkn Remissio. botAI[act Urssu- hmhooy f. Tomb. illa.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 XR5E82F FL13 Floor 5 1 A0057650 Job Reference (optional) uea,ynt`w,a,u 1.1—Wn1 0-1-8 H 1 2-6-0 3x8 = 1.5x4 II 2 3 Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:41 2017 Page 1 I D:la7uotTo57oOtNCWmTn2mQyhggXo7kdcp65tptEGiMy 108f?44EaB 18mmQS2Hki7tzy6G4 i 1-6-0 , i 1-9-8 1 1-6-0 Dead Load DeFl. = 1/4 in 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 1.5x4 11 3x8 = 3x3 11 4 5 6 7 A 4 1n 11 3x6 = 3x12 MT20HS FP-- 3x3 = 3x3 = 3x10 = 3x6 = 3x10 = Plate Offsets (X,Y)— [1:Edge,0-0-121, [19:0-1-8,0-0-121 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 0.99 Vert(LL) -0.42 14-15 >579 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.66 14-15 >371 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 103 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18 = 1126/0-6-14 (min. 0-1-8) 12 = 1126/Mechanical Max Grav 18 = 1126(LC 1) 12 = 1126(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3631/0, 3-4=-3631/0, 4-5=-4736/0, 5-6=-4736/0, 6-7=-4736/0, 7-8=-4736/0, 8-9=-3660/0, 9-10=-3660/0 BOT CHORD 17-18=0/2122, 16-17=0/4488, 15-16=0/4488, 14-15=0/4736, 13-14=0/4502, 12-13=0/2167 WEBS 2-18=-2346/0, 2-17=0/1668, 3-17=-253/0, 4-17=-948/0, 10-12=-2385/0, 10-13=0/1651, 9-13=-252/0, 8-13=-932/0, 8-14=-131/662, 6-14=-297/20, 4-15=-119/673, 5-15=-302/16 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 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. 4k: is RMst rmgp iems at •tl ts rnus>:>s[u[rr FFi0t1 rcr r, m rt ts (b~I1lrratm s(sns::x+ulr tan. latr ks i retnrx=t "e,ca.lt, a as ;,i,tat;lt>,.IXlperfd t tma. retaam: r.. ettatw utalehu ne 0.vnosa.;t sriti i at €ee, ax Yel; turkr s:tink»Mla kt tUtkNtflit1it. It it,yf :When t,{k:tA{it;mea,.'at ttdMYp7Gi rtlrtSld;aX(Fr4cetaD pdt Wd!gwf o{..pa3i5'f ht&trJpd6t4,iI rrrbi. W Tjb.* WtI IN I :ie n ,agfmf, tooig W.. atffi Anthony T. Tombo E ,P.E, aiaedtlPslssMm. #Et tt'k rp[.i%mddt9 w wC'ea' idFa d.1'e ife3ir,i a,nne n 1k 1f, St wa+kdl'dal s@ X I. Ii wv44he lCOw n{:ieY .rd# nss, a,aip actin ,n qs:=.Wan a 1 saf!k6e,.spe.m.)..r1d s 80083 ttaxu9 .i61CM{{ th M.'t Sd efallt POCtktrlit nmt tdk stFtit kdtWj(grfitA'Sd:'i WNedl ll!(((x{i5 tky hEt i a at ltMtIXdWtP Cd Seta Mrl tog 4, rtgtt.dAf f Let t+'itsd6t(iff bPi''et_Iryr bS.R lir`dNta4 AKS xmdtmNS, Yf$S i# aRifttffrotikt(fa5al y,tN Nti.axaakr t+d;ryrfnssehM ;tans 7esep hlwais hd MGpatE:sma.a ir+n.{dta n;ittadmidXi>i, A wwld'iw..i'atta WN 4451 St. Luce Blvd. Copyrip61 1016 A-i tonl bosses-AntkcerLlamholll, F.E, tepsedaniaa 0 ibis d".row,is oyf:m: is prahibfted.ithmd the rrirm permissiae hen A-1 toot lasses-dc heey 1. techo ill, P.L Fort Pierce, FL 3,1946 Job Truss Truss Type QtY PIY RYAN HOMES / 1718 A0057651 XR5EB2F FL14 Floor Truss 6 1 Jab 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. Fri Jan 06 11:12:41 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhggX-o7kdcp65tptEGiMy108f?44JjB1 mmm7S2Hki7tzy6G4 0-1-8 2-6-0 1-6-0 „ 2-1-0 1-0-0 0-H-8 Dead Load Defl. = 1/4 in 3x4 = 3x4 = 3x6 FP= 3x8 = A 5 6 7 8 9 10 11 3x6 = 3x10 = 3x12 MT20HS FP= 3x3 = 3x3 = 3x10 = 3x6 = 1.5x4 SP-- 13-2-8 21-1-0 13-2-8 7-10-8 Plate Offsets (X Y)— [1:Edge 0-0-12] [19 0-1-8 0-0-12] [21:0-1-8 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 0.66 Vert(LL) -0.42 14-15 >598 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.65 14-15 >383 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 12 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 104 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP M 30(flat)'Except' 6) CAUTION, Do not erect truss backwards. T2: 2x4 SP No.2(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 5-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1136/0-3-8 (min. 0-1-8) 18 = 1142/0-7-4 (min. 0-1-8) Max Grav 12 = 1136(LC 1) 18 = 1142(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3700/0, 3-4=-3700/0, 4-5=-4866/0, 5-6=-4866/0, 6-7= 3866/0, 7-8=-3729/0, 8-9=-3729/0, 9-10=-3729/0 BOTCHORD 17-18=0/2154, 16-17=0/4587, 15-16=0/4587, 14-15=0/4866, 13-14=0/4605, 12-13=0/2199 WEBS 10-12=-2415/0, 2-18=-2382/0, 10-13=0/1691, 2-17=0/1709, 9-13=-254/0, 3-17=-257/0, 7-13=-968/0, 4-17=-980/0, 4-15=-103/734, 5-15=-345/14, 6-14=-338/22, 7-14=-118/719 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. t11wup- nnsa gm,yti. redn WA110--N ?WSS-BiNitiirOJA! lilkf e:gkAln lS iJS:04{'17fr'IIICEgw EOiY:XT Ma hsdl ki,p lerFNns aE enl ehl r tis last hsip Onvq!IAu; Hi a, ldmar l.Iuk lk, t i. kkna Siv.lelne>se. hins di..", rd.1 r 1, 160, nl1 — fdisi. nrxhr tkkt skllkad ixnt i00kk,dA.As,T,n, o:xx Fpm.Yii.e., Sieu.kr kp,ram:,fag,Ng,prtuw,ma;pkx.dw,p.hskmlegwm,iyrz:p.sRioh In w,l.syndwes:lm:le'tdnfce To@..It..rn In l.rxi.;g. mnmp:ns, haul udGimt. sdMg.T Anthony T. Tornbo III, P.E. nt. dM Tnss4,une,ASt is ne. i sial,ldd:Ow,n,kG— A mgw.M Wligo p,MI., ddolb,N41kIK Wlklo lu.lb".hWrri. dldld =80083 q, WilYgP:dprwslnkM.AOalssdnl41k1DCnIM,p.C+tr Iry:ulmndfk&rig(gxwlSEehNuWaNYi/dik.hl.MNLVs„d .Iwwepw,,.ml.eA.rw.asp,tiuu,.Nea.tdl t..,e.sisr,:,nse,:l,;.w<waet.„uo.t,;m<,.nkss 4451St.Lucie81vd. eArmeiA. WN.:a.mt.gat pnYwl.ath, al yrlln unhd. la ln.!Orfi¢. kgmr,rsE_rwe kiN,go.sig,a,a LnseMa hpra.fn: N.II_:o ,pildeN.ee, wenddal k'n 1. Fort Pierce, FL 34946 opyright97Ql6 Al taai llsses Anho.yi. Tomb. 111j.1, peptodoaiom of this doweet. inay form, is prch)iled wilhounbe wrinen pnmissiee knm A-1 Roof Niles Wholly 1. Toni. ill: F.I. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057652 XR5EB2F FL15E Floor Truss 1 1 Job Reference (optional) Al Root 1 russes, Fort Pierce, FL 34946, design(daltruss.com Run: 8-020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:42 2017 Page 1 ID:ta7uotTo57oOtNC WmTn2mQyhggX-GJIOp97je7?5tsx9bjfuXHcdZbbRVPacGxUGfJzy6G3 0-H 8 OA-8 3x3 = 3x6 FP= 3x3 = 21-1-0 21-1-0 Plate Offsets (X,Y)-- [1:Edge 0-0-12] [37:0-1-8,0-0-12] [39:0-1-8,0-0-12] 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 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BGLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 19 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 96 lb FT = 0%F, Oa/ E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) *Except* W1: 2x4 SP No.2(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 6-0-0 oc bracing. REACTIONS. All bearings 21-1-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 35, 34, 33, 32, 31, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20 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 fuses. nene;n,stdt ran+ne'!-I t;s ltp5itirSEttli} EU71!'E[I;1 (01iC9ik i5;€s/€Ai'Y!!OlY[p8 J' P1iA1' hra, trash ksi[ Iaranns ri rett uW., a Rx ittss k9p ar uyilDlj W as tAa.l irnia fit;. hinau SYeetdett n:. ron; m.a Ord ate R.1, W:e6;w ip llSes :sa;.kts>2 fu 6e ED€nit skiff t ti ssk ga.gbta 'i Sgctlq Espxtn ne stfnwriGt 7sntsaz-etlor n, %Ati tal,gnetny, ynshj h<net Jpl&sirylsi, ,nnae( n f38 ah. aen lni .w asg<m:.ru s,tuk2a sAeki! ai.,edfx rm mar nnr rr. Eia,ans rw .u. nCw,r neue a „. AnthonyT. l:F; P.E. 80083 w, gwu r g n,nnt i kat,nEa maw sr;tu nE Iapt,t,a,<n I«urs,h a , ,s giaairy nge,s WimamihxgsSrlknt ,r«;aea s &UQ83uletgtt:gu. Wraaat,. A6- sata &l'DW err <+uat rukans If. Wintsn ,r so'e" ecwat r. naEr,attr but iai rat ran.a t" 1-1 ;ta:t in Ean st n;ysua.mn ut cntattns k:;ta,, trots t»s srq:«n at'n: fmatenrr: ans: otu.ice kha it t,W,1 VW"h+*mq h tD rush, s.1"t -ti im,11"o ph,z is fa. h, Mtn ae, n hn.,u:u E Sen ram iatiq. E¢ ni,d ma: m a ut n Iru 4a5 i St .urge Blvd. I Fort Pierce, FL 34946 topyrig610 2016 A -I hd ltassts-brkaay 1. lombo Ell, F.E. itpnkiootithis datnmat.iaaay Eam;is prabibitti.4011tht.drea Ptrmissiotfian AA toot Trusts Aaihaayl, lombe ltE, F.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057653 XR5EB2F FL16G FLOOR GIRDER 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1 3-0 i i 0-7-0 600 = 2-9-0 Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:42 2017 Page 1 ID:ta7uotTo57o0tNCW mTn2mQyhggX-GJ IOp97je7?5tsx9bjfuXHcRmbPGVGGcGxUGfJzy6G3 2-5-8 0I7-0 WO = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.10 12 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) 0.16 12 703 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 95 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 3642/0-6-14 (min. 0-1-8) 9 = 3365/0-6-14 (min. 0-1-8) Max Grav 14 = 3642(LC 1) 9 = 3365(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-269/0, 2-3=-6760/0, 3-4=-6857/0, 4-16=-7647/0, 5-16=-7647/0, 5-6=-6005/0, 6-7=-5991/0 BOT CHORD 13-14=0/4321,12-13=0/7647, 11 -1 2=0/7647, 10-11=0/7647, 9-10=0/3893 WEBS 2-14=-5501/0, 2-13=0/3333, 4-13=-1329/0, 7-9=-4956/0, 7-10=0/2847, 5-10=-2746/0, 5-11=0/578, 4-12=-638/0, 3-13=-829/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1106 lb down at 1-2-4, 1106 lb down at 2-6-4, 889 lb down at 3-4-4, 1026 lb down at 4-6-4, and 1083 lb down at 6-6-4, and 1107 Ib down at 8-64 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert:4=-842(B) 6=-1026(F) 3=-1026(F) 15=-1026(F) 16=-1026(F) 17=-1027(F) 9-1 Flen+nnnQn.w. 6u'LI10:; IIri,S:S!5?1tt"y efE3At r':WS 6:OabIIIvnS i9S':OMj iU1Y l[CF.'Y[EOiM:kl' Me. tnar twin N:tnHn!nf :ed wR! a tis l:!st k!ip Ortry;IW)wib k6wr r.Info la; t F.le4;of f'!eN letxe rc!. &nt! ikntiiu!xnd w nt IGA, xl( aa.t,a.acwdan"W1ka,dn;naracura,n.a!atrroa!n6imn;ie,sra:naesir;;:nasdam aa«nxn!margmaannrc!, dnsnnwrna4a!nnna;xt ndaamsno:tgxaaar IBpnIt,W.IntAnthony T.TomboII1,P.E. ad. dK „bran, Woq h an a80083 mseunuspaac[aa a . 4451 St. Lucie Blvd. arkrwfse Mmdkaiaenetapeet gaanv!mghdretln Wand. le ln,, mua [goearsE rMA+itiq k!inn,xLn; Sans rapannmuiq.w,raned M.: ee asaradnmr. Fat Pierce, FL 34946 eppifhtV7016A-lfoolTimes - Way Lhnba41:P.E. Rep mloninaofthis locomen,inany form, ispsahibulwithout,,howrinenpernissionhoeA-I fact Inims Aatbony1.lmboIII ;H. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057654 XR5EB2F H01 G Flat Girder 1 2 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al lruss.com Run: 8.020 s Aug 31 2016 Print: 8.020 s Aug 31 2016 MITek Industries, Inc. Fri Jan 06 11:12:43 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZgF-kVsOl V8LOQ7yV?WL9RB74V9dN?gvEfBlVbDpBmzy6G2 1-0-0 4-8-0 8-9-9 12-9-8 16-1-6 19-8-0 21-7-10 23-10-0 1-0-0 4-8-0 4-1-9 3-11-t5 3-3-14 3-6-10 1-11-10 2-2-6 Dead Load Defl. = 3/8 in 4x6 = 3x4 = 2x4 11 4x8 = 3x4 11 5x10 = 2x4 11 3x8 = 2x4 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 125 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W5,W6: 2x4 SP No.2, W8: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4A-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. REACTIONS. lb/size) 2 = 1678/0-8-0 (min. 0-1-8) 13 = 4558/0-8-0 (min.0-1-14) Max Horz 2 = 281(LC 8) Max Uplift 2 = 949(LC 4) 13 = 1458(LC 5) Max Grav 2 = 1678(LC 1) 13 = 4558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3811/2109, 3-4=-5065/2687, 4-5=-827/415, 6-15=-101/282, 6-21=-5746/2558,21-22=-5746/2558, 7-22=-5746/2558, 7-23=-5746/2558, 23-24=-5746/2558, 24-25=-5746/2558, 8-25=-5746/2558, 8-26=-243/849, 9-26=-243/849, 9-27=-243/849, 10-27=-243/849 BOT CHORD 2-18=-2067/3486, 18-28=-2081/3516, 17-28=-2081 /3516, 17-29=-4120/8810, 16-29=-4120/8810, 15-16=-4120/8810, 15-30=-4510/9800, 14-30=-4510/9800, 14-31=-1486/301, 31-32=-1486/301, 13-32=-1486/301, 12-13=-812/94 WEBS 3-18=-198/395, 3-17=-762/1780, 500 MT20HS= 12-9-8 16-1-6 19-8-0 20-Q-021-7-10 , 23-10-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.78 Vert(LL) 0.3215-17 735 240 MT20 244/190 BC 0.51 Vert(TL) 0.55 15 1428 180 MT20HS 187/143 WB 0.84 Horz(TL) 0.05 13 n/a n/a Matrix -MS Weight: 272 lb FT = 0 WEBS 3-18=-198/395, 3-17=-762/1780, 4-17=-325/832, 4-6=-4285/2313, 6-17=-3929/1466, 6-14=4199/2128, 7-14=-1135/213,8-14=-2801/7448, 8-13=-3061/906, 8-12=-109/392, 9-12=-308/33, 10-12=-987/282 NOTES- 1) 2-ply truss to be connected together with 1 Od 0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 949 lb uplift at joint 2 and 1458 lb uplift at joint 13. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 139 lb up at 4-8-0. 243 lb down and 156 lb up at 13-0-12, 255 lb down and 156 lb up at 15-0-12, 255 lb down and 156 lb up at 17-0-12, 255 lb down and 156 lb up at 18-11-4, and 255 lb down and 156 lb up at 20-11-4, and 258 lb down and 155 lb up at 22-114 on top chord, and 215 lb down and 158 lb up at 4-8-0, 161 lb down and 114 lb up at 6-8-12, 161 Ib down and 114 lb up at 8-8-0, 161 lb down and 114 Ib up at 10-8-0, 161 lb down and 114 lb up at 12-74, 161 lb down and 114 lb up at 14-74, and 161 lb down and 114 lb up at 16-6-8, and 161 lb down and 114 lb up at 18-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 2-11=-20 Concentrated Loads (lb) Vert: 3=-81(F) 15=-161(F) 18=-215(F) 17=-161(F) 21=-215 22=-215 23=-215 25=-215 26=-215 27=-225 28=-161(F) 29=-161(F)30=-161(F) 31=-161(F) 32=-161(F) Trapezoidal Loads (plf) Vert: 6=-185-to-24=-220, 24=-220-to-10=-185 wunry-FlnvlwmY. rzfin tk'1 1109:`iq;S8r5?:i?efK3AF IFWS 6;7p01a::pS iDS?OYj W1:rj IICGitEDell:If arerrad!Wge!az mtlnt tw,ni whtnmtlntt Cesip dtrypOC;Wne 117far Llck ti.r. reMmr5rcrlel e eu, hlttt rtSrix Melnae ftB, al! Yir:z neMrFlnestdlk Anthony T. sNtw a<cenk d/l 1r.5 Dean Fy ie., Gnq Equu,n•nlwr,'N,ignutlsstt:g4a a4pdt:snulnry:nq n:pnafihMklai$ane;,yki ;igi dnlz lOD ¢aen to t. [ua Ne .qan, Yn-i 11 watmTorribo II[, P.E. mn an its lrminFt: a p ape D..w,p.D_nn egeM e, a,wuigD 'p.,n+ea Want a: nt iY Wlk nmWitiq cekdnFl. ! irn!a =8008380063 aer,.un!o i w[arra Ip ns.;wnrepoDtdneMxite pF tntamr<Y peq ents,tnlaw lin t(Sflplph111rInds!UsetMnulfalnrapJace mli ne a:!n:unrtnlnM,a trs,ms.„,..:to,tk,m, eKmin„Y.n;met... 4451 St. Lucie Blvd. stk:m nkdkliamet gteedganr ru h,Mryhns Ynh4. in ln,s ksm 6rina is p:IMprill g0esipa.xLm<.!slu hrb±ca'ay neliq. 3D cgpaedmx; at WWI. Fort Pierce, FL 34946 Copyright 92016111Roof hisses- Wholly 1. lonbo III,7.E Ittp!duni. alibis dow—t,in any form, is pinhilW rehourthe writien pefmissiaefroaAl[odIm'!s- Arthaoy 1. lonha III, 7.f, Job Truss Truss Type QtY Ply RYAN HOMES / 1718 A0057655 XR5EB2F HJSF 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. Fri Jan 06 11:12:44 2017 Page 1 I D:ta7uotTo57o0tNC W mTn2mQyhggX-CiQmEr9z9kFp795Xi8iMciigEPAEzJZvkFzMkCzy6G 1 6-6-7 JW16-6-7 2x4 = 2x4 = Dea I Load Defl. = 1/8 in N 77N 6- 6-7 6- 6-7 Plate Offsets (X Y)— 2:Edge 0-0-6) 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 0.64 Vert(LL) 0.23 4-7 341 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.22 4-7 349 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 22 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 puriins. 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 = 156/Mechanical 2 = 270/0-10-15 (min. 0-1-8) 4 = 81/Mechanical Max Horz 2 = 139(LC 4) Max Uplift 3 = 143(LC 4) 2 = 334(LC 4) 4 = 101(LC 4) Max Grav 3 = 166(LC 19) 2 = 346(LC 19) 4 = 120(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd= 124mph; 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; 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 143 lb uplift at joint 3, 334 lb uplift at joint 2 and 101 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 57 lb up at 14-9, 92 lb down and 57 lb up at 1-4-9, and 44 lb down and 54 lb up at 4-2-8, and 44 lb down and 54 lb up at 4-2-8 on top chord, and 68 lb down and 4 lb up at 1-4-9, 68 lb down and 4 lb up at 1-4-9, and 18 lb down and 56 lb up at 4-2-8, and 18 lb down and 56 lb up at 4-2-8 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: 8=114(F=57, B=57) 11=-17(F=-9, B=-9) Mmiry- Flene.rrrgllFrerurku'2 1 FUuF UtlSCS{'3"i.Cy"sntlll'.WS6:OkCIIIClS(JS?OYiwY:P12lR6r,SFPiY;Nf Me. ferdr tr.,ip w:oa9x, ul Berl b,n slrnc Cesiy Aar:I GC; sklte eMny t. Frrlall!;t.'.. IeMnrtiien eetxe ru.Gd<u Hmius!tlNntte fCO,ah - wreke. ch+drhsseYk eMee-eeYkeeaais rnsl ary d _,`ruhhFrtl "a,dn,F mnumnn: aMpr sulnlirvsyrz:rn:Jilhk,MksiCedSeshrYim:IrynNnYul6P lte niFll rxpk .rrncYn-r een whu! Anthony T. Tombo 111, P.E. w. wan: Mmd n Re rsrn,4,10d6,0 Minn rainun qMn n, kiiiio no, urhdah tr de ltt WMlr11-INga/e WlFll Ikerpr.ddh NO ne WfNi.udhe r:ns NeeigMeleC Mr ehLe4nMknw ua rt spa wma -180083 e G:If.gC 'pxr me (rrkedw kl Mes sP ranCd lCC rl he p.'i,n nl psaws dtseklrq(gnnl Lfeh lfir eFak7[SIIpi51s2IF Ip MspJ ee ide IM md pfN:. tnt ins he eeyn:law,n+ekw,alk ha.,ms.en,r,s k.ge:eghea eu lnss knrhdnn, ran, 4451 St. Lucie Blvd. Mxr. nnneeN r:.e.IrperdrynY r.nhdlry nes hnhN. tie trvn Crsa Dgbuis k_Itle ki lliq Cnlrx.atrrs,<.ydes Frrne afmo. Iliq Yl,erMeed er, nrnedhH kTrl. Fort Pierce, FL 34946 opyrigbi 0 2016 A -I Raoffmsus-Aothony f. Tonho 111; P.E. Repoiunion of this don—t, ineny form, is prohililed withounha wriaen pen.issiunfro. A Ibut Trosses Aothony T. Tanhn Ill; P.[. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057656 XR5EB2F HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:45 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZgF-gu_8SB9bw2NgkJgkGrDb9wE01 pVziix2yviwGezy6GO 16_-0 4-10-8 9-9-0 1-6-0 4-10-8 4-10-8 ' 3x10 II 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.04 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.14 7-8 842 180 BCLL 0.0 Rep Stress In NO WB 0.31 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 5 = 158/Mechanical 2 = 459/0-3-8 (min. 0-1-8) 6 = 309/Mechanical Max Horz 2 = 193(LC 4) Max Uplift 5 = 94(LC 4) 2 = 331(LC 4) 6 = 117(LC 8) Max Grav 5 = 158(LC 1) 2 = 459(LC 1) 6 = 309(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-602/217, 4-13=-545/222 BOT CHORD 2-15=-326/542, 15-16=-326/542, 8-16=-326/542, 8-17=-326/542, 7-17=-326/542 WEBS 4-7=-600/360 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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 fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 5, 331 lb uplift at joint 2 and 117 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 Ib down and 108 lb up at 1-3-7, 101 lb down and 108 Ib up at 1-3-7, 44 lb down and 65 lb up at 4-1-7, 44 lb down and 65 lb up at 4-1-7, and 62 lb down and 65 lb up at 6-11-6, and 62 lb down and 65 lb up at 6-11-6 on top chord, and 8 lb down and 17 lb up at 1-3-7, 8 lb down and 17 lb up at 1-3-7, 11 lb down and 14 lb up at 4-1-7, 11 lb down and 14 lb up at 4-1-7, and 32 lb down at 6-11-6, and 32 lb down at 6-11-6 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: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 3=72(F=36, B=36) 14=-81(F=-41, B=-41) 16=-2(F=-1, B=-1) 17=-50(F=-25, B=-25) Dead Load Defl. = 1/8 in ILA PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% e.,(y-rw n.yeq«w.n tIro,[nesrsNIIr,anui(usc[nomces:n*ow umriue(na(u[rr et nratq.p eRt.NrKt. t.a,[r.,te,poi.%pe;wmtm r[.i[r:r.i.t:„s:nt<i.e. t,t «.,exrt ner e.we iurtk xwrn sIR sta pa 6cn6<rda sa eroes[q Spury(rpe .:netingtobtwo,mtmet n.taa pr;,i x re:(:n ry .n tay aksktm ey xE.n t66 egnentnl. tke g. =r,.wu [ t ,, an[: zta.: r[n- t[.., h'my a r ,u ima o,m,ro.s..> xy,r.n wt o gn.rn:.wnatM n[, dr iecwi tai w a4wrn[ ne irtwme Reror.0 rnt[;,::ae wi nr iiw. -x _,w hest was Anthony T. T0083 II[, P.E. y rr „ ^t .i, p ° y.., r 60083 qe Lsllq 9sipe ei (xfru'l. 1CM ssr rgurelOCsMeepakes Ip: elxsdnr klny(gmnl Sash HuerWe:l(St pii141 k1 tStU msda trr gnsl ptlue 1rFl eslxs Rres(nsndEus al klus ltrin,,@sr2e,.irts k:ip;yuee vi lnn 4nhrorn, wkss em, m. «tmetys[rmn nv.ease .I ehds ntArs•. to [n,. D<s>a [. nmrnewu mci pa a 4 ewa 4451 er Lucie Blvd. w n f r [ t pa.linusine.[e n,exu .m nst;m:,.sna wtum[ FortPierce, R 34946 eYyri9ht' DN16A IRoo[Twse Amboy T. Tomb. 001 ReFodunion of ibis dotumem, imy form, is pmhilited wi(hauiiewrinen'ermissionIsom A l Roof tmsses- Whoy L Tombe Ill. P.E. Job Truss Truss Type Oty Ply HOMES/ 1718XR5EB2FJ5FJack -Open Truss 15 1A0057657 AN 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. Fri Jan 06 11:12:45 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZq F-gu_8SB9bw2Ng kJgkGrDb9wE2lpTMil32yviwGezy6GO 1-0-0 4-8-0 1-0-0 4-8-0 3x4 = 4-8-0 1 Six4 II 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 0.47 Vert(LL) 0.13 6-9 425 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.11 6-9 516 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MP Weight: 18 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 4-8-0 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) 2 = 251/0-8-0 (min. 0-1-8) 5 = 181/Mechanical Max Horz 2 = 122(LC 12) Max Uplift 2 = 180(LC 8) 5 = 136(LC 8) Max Grav 2 = 251(LC 1) 5 = 181(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-163/377 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 180 lb uplift at joint 2 and 136 lb uplift at joint 5. LOAD CASE(S) Standard Mw[kp-Flenellatgth tnkti f. A 110T ItCMi"^'Uu" 0,31113Y5 610ON%(0S?OMB-fNfr'iLL[6 8'[[C6Mikf ke. teN/kiip Ia mtMc uE rxl Met r tit Irzsc Cevp dcry;IQC? W 1k Atf L IrU it.? EIdeote Sin! kd.,.. Ukn d .-,'Ad w ne I14u11 phl: ate«wlkksMkt,etlwaloenittdil,h,1tn,o:Wtn.ail.&,yemn[ .ne: a rro tmt.,et;t tdmir,u:twdeym:tt ymrw:alp. d khupd1k,.,kl-tgldd.?hTDDMt,tu.Ifl1.rxn:rre,;tt n:,kt,gmi*,,:'Mef. Anthony T.TomboIII,P.E. MeudC+' i stx mp Ni" dde d.lw,k 0. ".Atmid qd. mt WItig O,ipet,aleuWd dli Q',tlt lx tlh hnl kAqu M 1111. fkepp't, 10n' 100 u 'heli Ifl 1rss. ieMin Wily W"', a'jdldm wik g nd, V. k"Sm'MAtd _i 80083 W 6i llm}0 spx at[uke9 Ow red m Ik10CM 0tp e.Wpidues dekfiig 54-1 Sdth W.w sl)p h1w Vt ISN SM st ida bf 1—dT t 11110-lkngasiilm a10 tsdtel .. D.,w, 11 4451 St. Lucie Blvd. eAans edW Ntiwzwl ep pnhv.tsukal µroe unhy la lt%t A`Cm [gmurs F_IMlnnigOMpu Un,.rdm 6yndm, Mltop. 3A,etedtrN srxsnmdd eetaifll Fort Pierce, FL 34946 oppight97Q18 A -I Raoi Lnsses AetMoey i.lanha 9l: P.E. Rtpldonim of this dommem. in ony form, is ptohikited withaultim wrinm petmissien hom h-11W fusses dn1honyf.lan4o111:p.L Job Truss Truss Type Ply RYAN HOMES / 1718 XR5EB2F J7 Jack -Open F22 1 A0057658 Job Reference (optional) rui i rieece, FL 34946, aesdgnCma 1 truss.com Run: 6.uzu s Aug 1 2U1b I rmt: 8.1120 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:46 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZgF-84XWfXAEhLVXMTFwgZkgi7n58CogRD3BBZSTo5zy6G? 1-0-12 6-11-4 1-0-12 6-11-4 Dead Load DeR. = 3/16 inIo O A Plate Offsets (X Y)— 2:0-3-6 0-1-01[5:0-3-0 0-1-4] 6-11-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.14 4-5 577 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.26 4-5 311 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MR Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, 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 = 351/0-2-12 (min. 0-1-8) 3 = 178/Mechanical 4 = 80/Mechanical Max Horz 3 = 164(LC 12) Max Uplift 5 = 201(LC 12) 3 = 84(LC 12) Max Grav 5 = 351(LC 1) 3 = 178(LC 1) 4 = 125(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-344/648, 2-3=-177/331 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 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) r 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 tail 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 5 and 84 lb uplift at joint 3. LOAD CASE(S) Standard Idareg Fht nargklrreXe lie 1110 mF13'S?_;1",.iFg711 tlYVt;J%binimS:7V CY'WrmrN.mefaiYEkrks.N•ip desip pmwrc Wsrl rhsrht last hup dtrypp.'jad I. lenar 1. Irh M. r: blame Viet Ad., bi enmmiu sNhd ne Ito,rhibieksamtmr*hssidl kes dix&TMI#kedlf 11.Imi Desk Eq- i .pe,idr Fsp Msag rsa Ir'g d'AA qw, dN peh;smdursre. smg rapmedrFn,bne lea sipdnesNgNl ;d"iaw ee in I, era 11111kip spr•, Nmits e4ti :ftedr Anthon T. ' Wnedh' ms N:wryrrigi lk p.,i5lhdNo.ea,lki—. Aw " nt Wdmga ye,uneeanddi,K%,RfWNlrl Ilgnd WRIT lh eg: ddltmOWMfistl dnt hss, Ndttng kreLeg, l pusNl eAr Wk-sN'hne 1r iairyd Y Tomtw (II, P.E. Nrs: Uggss}errebe.e:l, Aft wo,, M N N 100 W N peCme,1 gut INbLLm({rri kklw NumetNn;ItSpMN.kt I,F M W SfU Ada dfw d prime INerrur nee vMmies W wre[dN los, o r'mgrerc 380083 qspspesipu_:.iess b. e, er lnss dmerhtNe, rltn l445t St. Lucie Blvd. mmdsterNdNs(stlepWskrmqh, eN ierom Nnesd it I- Dr er Ggmea is k'1Nsa UNs besipa wLets4mm hgN.e dmJ h.d'm{. Ncq.diM irm, we es ddwlm76L FOft Pierce, rl 34946 eiyright9201{A-IRemlbuses- Aothooy 1. iambm ill: P.E. Repmduniam.1 this dorumem, ist ny form, is peohilhad wifhamA. wnitien permisslmdrom A -I laof 6esses- Amthomy 1. iamb. Itl: P.E. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057659 XR5EB2F J7F Jack -Partial 6 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:47 2017 Page 1 I D:o9kmlw63sCj7meCgAkvtD6ygZgF-cH5vttBsSfdO_dp6OGF3ELKM2c66AgJLQDB 1 KXzy6G_ 7-2-0 Dead Load Detl. = 3116 in 4x 4x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.17 3-4 475 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.29 3-4 287 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.11 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MR Weight: 24 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 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) 4 = 275/0-5-0 (min.0-1-8) 2 = 192/Mechanical 3 = 83/Mechanical Max Horz 2 = 147(LC 12) Max Uplift 4 = 148(LC 12) 2 = 101(LC 12) Max Grav 4 = 275(LC 1) 2 = 192(LC 1) 3 = 128(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-271 /491, 1-2=-152/265 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 148 lb uplift at joint 4 and 101 lb uplift at joint 2. LOAD CASE(S) Standard twraI flrrc wnn Ir k. WA lt9:`slm 9 4,:J';. RRAl Fthis L Ufl.-IS1hT0W*W-'11KK:W FKA[ir kn. irRtn ryrp im al red nrttn Mtlntth gr Anrul!IM; ml Re 10"ni MeAl. r. leh mri W., n W-0 '.i sold.6, lta"d, h6htserms rldnnllkne(W*,T,CCak,.1A Isetnu Puge [y rx;e, auMT hp ,a stdns(tU"r rtpeulsuk:epfiwetM prt,sind u{ie quspoisdit I.tk kswp d lk so* infs i9dd n we IN "1"n9n In 1. rw ttsp—mr-,kd irWei s, woote Anthony T. Tomb. III, P.E. of nedCz'mslw wn WWI h deanpnWd, dm &nd..' f. d.." nnd ryednp oteloth" s, u uded dote llr, de l# 1Im I onhiry uhvt rill Qe e/pnddote NAeet WfiN ddr r ss,'shkyieule3. siwep,ell.,liwmk :ry+nl k deb d -y80083 derilfupa peruefn.rtn AIIMessNedwlkIDCeddxpoGraedpklwndtaktl.gGepr ISdehNuae.n;xSpplL,FetIC(MndSiGereidrrere/briusdpikxe 1P41eefiksdarzspnsihlercsMktksdlklees,,irnsoe.gs:yreKnilnssumk;wu,nk:s 4451 St. Lucie Blvd. edexts kfialNliedrwlgedgnwnmukdl pa9n huhd. Iklra,s 6ecp[y'aeadr;tfie k.11lq ksipn,nLrr.4dm. hrxadn!Initiq_Sll n„Mtrdwasneadrlkel Po. TI1. Fort Pierce, FL 34946 oyyriph10 2014 A-1 Roof 6osees- Anthony L Tomb. ill, P.E. Run.dunion of this domment, io.ny Wen, is prohibited without ho"inen fernissioa hen A-11001 Tiossm -Anho.y 1. lamb.Ill; N. Job Truss Truss Type Qty Ply RYAN HOMES / 1718 XR5EB2F VO4 Valley Truss 1 1 A0057660 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:48 2017 Page 1 ID:o9kmlw63sg7meCgAkvtD6ygZq F-4TfH4CCU DzIEbnOJx_m InYsfFOdhv7YUftxaszzy6Fz 2-0-0 4-0-0 2-0-0 2-0-0 5.00 12 2 3x4 = 131 00 0 2x4 2x4 o- 4-0-0 0-D!,09 3-11-6 Plate Offsets (X,Y)— 2:0-2-0,Edge) 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 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 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 FBC2014lrP12007 Matrix-P Weight: 10 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 4-0-0 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 = 100/3-10-13 (min.0-1-8) 3 = 100/3-10-13 (min. 0-1-8) Max Horz 1 = 11(LC 12) Max Uplift 1 = -36(LC 12) 3 = -36(LC 13) Max Grav 1 = 100(LC 1) 3 = 100(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Gable requires continuous bottom chord bearing. 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 36 lb uplift at joint 1 and 36 lb uplift at joint 3. LOAD CASE(S) Standard Naxq. flerst atrrytlrtesirr dt'41 r_s i[USi:i,'SELLEr'a CifJtF't451 CDkDIiFd+s EP.1CY:37![fi}(LN9rfiDWfXi' Mn. tnfi ks9p paneewi teet Wes x ttl5?n:s M,:yeasigilDD; ede 3edtr! I. itu%N: i.. tiMew Sktl kMt nx tl4tu t5si:ist skti c!t'C$, xh W.tl anr7x rh'P itc,kntdia MlDfNM HILL k j, 15 t<ip,eprep1 irsC'iflf:gl rtt tti(t eryiDG Mr1ta'u RleriRe he xe(e5:wtl eRl to tq'prm3i16i N!Lelisigd6r tggbl. fiery tti%II lDDat,o x lnl fit ktige mxsttns,bkq •en91x' a hbi;ar f r.ut!inrrn laarWuiqu rrpes+kmrsrs tw .- dvrgnroriz 5ipe,uex ttE a(,;te asdea q:w,a,nlr rgK«taantF atq tu a t.:,,.a.iymeuy.ntyt,xttl n,t,eittogsia steswuir( MthoryF.FornbolE.,P.E. tetnrmrEts+eteua(emaxt. S9txessateta6N.Wi.plkh-s9.f. MA4nanaxsse-W-msiuupriiswk WSKIenttautx4WJ-d iu;t. m: kats en;p a5se.niMtst4ttmsDrs.tttt,E,es.DtcaEermet fn;sw, awtr,xkse s 80083 s hrn5r k5tei a, t(eGrJ t;erl qrs hn:terh Dprtin srtltrl ;le mess Desrn tgmss is MD: Dt tseeLr Dtsrpx,a lses srztea itrx der Hrtar. SD Wets. sti hers enr lc`,eeislnd 4451 5t. Luoe Blvd, EoppripLI Y 1916 8-1 Cnol tresses-Anlocer i. tumEo IIL BE t!ptodutflon al lFlS dOWmcnL lG eCp l!1/; IS ptOSiLitd ttitbue) the written pamissiaE hom A-1 teat tresses-Aal6cep L tacEo III, P.E. Fort Verce, FL 34946 Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057661 XR5EB2F V08 Valley Truss 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design(rDaltruss.coi v Qa 2x4 snnF1-9 Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:48 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZq F-4TfH4CCUDzIEbnOJx_ml nYsbzOV Hv7YUftxaszzy6Fz 8-0-0 r 3x4 = 2x4 0_ -10 7-11-6 Plate Offsets (X Y)— [2:0-2-0 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.34 DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 PLATES GRIP MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) n/a n/a 999 BCLL 0.0 * BCDL 10.0 Rep Stress Incr YES Code FBC2014/TP12007 WB 0.00 Matrix-P Horz(TL) 0.00 3 n/a n/a Weight: 22 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 puriins. 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 quide. REACTIONS. (lb/size) 1 = 260/7-10-13 (min.0-1-8) 3 = 260/7-10-13 (min. 0-1-8) Max Horz 1 = 28(LC 17) Max Uplift 1 = 94(LC 12) 3 = 94(LC 13) Max Grav 1 = 260(LC 1) 3 = 260(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-282/419, 2-3=-282/419 BOTCHORD 1-3=-308/232 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1 and 94 lb uplift at joint 3. LOAD CASE(S) Standard Wa: ig %ee e2u»p:#*>etiar lke! t ItUSI Stt.l".&XDa€''dlqtUK'i.z5d/Msq[t,a.SP9h.dG:"XI"hrm. sttfi ltgtPecaaRtsmi reN td 0.x.r as C; qt as n;VQf; wi ieSafkcr+l .lctis Pu.t i trm<hlt Mhres his di•sa smnad CC.t Yi[!A! b'pEc! ak•krsMia da lgtpie,vid A!, k AE pa _a. :pcsNr tWr n„ia.eRn MIN re %des ltfin g .{an;NtryE Nmpof. skghi sigddi+h IN ai .9sr In 1. : Uqa n,saptaa.,Imiad idGnS, i#hb'.a! e>;tli}30ry T. Tombo l:f, P.E. tads xtAii(al,drif uskrspsiik'Mxht.ur.pts.'•e behmraXptalade kgisry>k,uBerea dtn.atfe'mt!*Gtd'tz:ilt; dxd%i.tie4Prosddhi;DMnp`uH <rlk.-siyxa%'ig..hrlp,i.lilxkte XrkagsXlXha sasaa{(t+ 48JO83 k ga.itnf i§L?gitahtt'H 39 #SS IA kt RI4t Pd Ci E2E p'I£! ZN pr#m4F9£h+U t Praa`SS}+5 6rfiefilt t{iG #$ifxadi Nwd$K.i Vl idai EOt gaxrel }dX ..A i%`#hiu d4 ibtflLPS Raxm#Pies i't1F.i'tss9esxJRHi htl talk; tafktf @f -1i5SX ad9H,lSf 4451 Bt JriP Blvd, b3Rt*IS<if!R113!iteGY3 efg gRdii{a(igN[Y pXes aFFlta4,?)lIp53 lSrptR}atx.Xa#1 i9fre¢.4aFX,tl t'a55 n'ShA tltruMdtet ni:kRg, Ca an d &: W4Wte MPin.. Fort Perce, FL 34946 s tapprigblS 1D18 k-I Raol lrczzas-dnYaaegl.lamha l6, P.E. teproducfioe afiaisdaromeat,la aapte az:is prohibited •Dhael the wriGert pamizsiaalrom Al goat lrizses-ltmhaep 1, tam4allE: P.t. Job Truss Truss Type Qty Plv HOMES / 1718 XR5EB2F VM2 Valley Truss 1 1 RYAN A0057662 Job Reference (optional) Al hoot I russes, fort Fierce, FL 34946, design@altruss.com Run: 8.020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:49 2017 Page 1 I D:o9kmlw63sCi7meCgAkvtD6ygZgF-ZfDflYC6_Gt5DwzWh IXJmPrRQ_zeaoetXg70Pzy6Fy 2-0-0 5.00 F12 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 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 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 FBC20141TPI2007 Matrix-P 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 2-0-0 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 = 50/2-0-0 (min. 0-1-8) 2 = 37/2-0-0 (min.0-1-8) 3 = 12/2-0-0 (min.0-1-8) Max Horz 1 = 29(LC 12) Max Uplift 1 = 16(LC 12) 2 = 34(LC 12) Max Grav 1 = 50(LC 1) 2 = 37(LC 1) 3 = 25(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 16 lb uplift at joint 1 and 34 lb uplift at joint 2. LOAD CASE(S) Standard Zt a'd cg-McMlklrxyk. fete.. At AIi 9 IMv'3rfEU'g EFXfi6€?.i441CUIrfikl5:b'4iJ!{'SiaEti 5.CK9ti.E%R kr Mx. 4t5A.k>at pmxdtrz de reef NkSdals inss&-pe.tar&ritB[;W#tlsn(:Sa lll:r;.k dM Skd kkte se ;kv far:ae SldNdr:l rG-0, Mlg lM iMat h'tkk1C {er(Sr fif lgEhntda}ll fait ltl:t} t,,prtr T4detf,!kltc.NlarlObNN"!dfilfttR;Srhf ieit Ml?9Plgt,paza#i?kAe N,ipMSe Sighinli'tN lkt libdl%N4f Jfll ekfl}a l53 /Im;,y drSsr 3zhdkT! xa ,tdm r mM. ray hkm:a:a a. d« N! tdMaek: k: na rdaa r,at me trdt :i Anthony T Tae bn III, F.E. rd 3 x% N.a basal xa Nl lMgperdda t70Ma SttFd'k uxnquto- el.: =.hkmaxdk'eq sEaYkM evM.mhu r a E ng Nrdrmi ilm dM mA gdsbut ices sgd.he5db #UlrgCxrd4fd kkeAME6 r ikd1. N Atdfr adceh! nitri(m a irMfs3 mpr,w tt lMidesttttF,rsSg IMs P±Sa 87C°3 M"kh'ai,"WW '"'wdxr hiP. rtjmfldrrMSskedtd%N,MIMS 4451 St, _ice Blvd. yr aH ganMx mN,'6et xs hupti5kl 4t kcexr.fnMf•,a=iu.rutx igdea.d5ld'liq, ;t rgAy:ni're:mctfzefnliFE. Cnpgigkl :?i116 A -)Roof Irrzzas-Aatkaer7. tombr lll, P.F. B pmduussantikis dr—et, ie aay fars; hp<akrbtted burl thew Wrp pamistie,h0MA-I laai Ims",-Ambcatl,IneEa Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply RYAN HOMES / 1718 A0057663 XR5EB2F VM4 Valley 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com va 0 2x4 Run: 8-020 s Aug 1 2016 Print: 8.020 s Aug 31 2016 MiTek Industries, Inc. Fri Jan 06 11:12:49 2017 Page 1 I D:o9kmlw63sg7meCgAkvtD6ygZgF-ZfDflYC6_Gt5DwzVVh IXJmPpeQz6eaoetXg7OPzy6Fy 1.5x4 II 1.5x4 II 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 0.15 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-P Weight: 12 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 4-0-0 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. (lb/size) 1 = 88/3-11-6 (min. 0-1-8) 3 = 74/3-11-6 (min.0-1-8) 5 = 273/3-11-6 (min.0-1-8) 4 = 27/3-11-6 (min. 0-1-8) Max Horz 1 = 75(LC 12) Max Uplift 1 = 18(LC 12) 3 = 74(LC 1) 5 = 149(LC 12) 4 = 54(LC 3) Max Grav 1 = 88(LC 1) 3 = 67(LC 12) 5 = 273(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-5=-238/437 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 18 lb uplift at joint 1, 74 lb uplift at joint 3, 149 lb uplift at joint 5 and 54 lb uplift at joint 4. LOAD CASE(S) Standard Ya%e3 Nt e era h iPk ds 4 b"J-'itli SH. it&1LU€ ftM itU i tY.F 1 8 11 Crj .5R6k .DGYfNI'Irs Ye frsg;p trsaieN da tH att[> 9 rnu; lF ed4 Satl al e»wNL.t N ea< lrrfkdsu c Cais dnase skxa to BO.oA W eea MpK ee:6 s'F la ae llQak,dd :. er. .e +ks en ..NertIN^. l beeaoar'1M ua r.-Marx * -: eap. ,.an rrp sua:in u.id pe r,Dxi ma :A: dr,p ,>;n,a.. s:r aP Anthony T. Toeabo Ii, P.E. des di4( bn. Wir4lsx pa:a+n.rd= .trs.:aex xaa4a ped erne txya; esyc,inrx wxn lie ,3#Cua ae tndi`nq;vk>tF'R-1 to 4Fe drt Neldee ur aeN die. sesuga .;tarc;e,atdmusdWx tbd.ktx uuan Ard r60083 4t lab; P,kp'aai feditCH ,J fie. Sa taWt i^6m fhl"1 4;edt Iotik 1-1 pfe'Th Mor'A'1'Wu o,3 4451. iL ;Wce Blvd. r'1n*ut ir.sd§YsOa:'m eH rynk+rro fk itfmo;fkin,b" isprh tr3.'IM r esO"ut ;gmwaayeu:Ge;, eseekolo KL Fort Verce, FL 34946 r [apgngia S. P916 A -I Root lasse, Ambuy f lorole 111, P.E. ieppadortian of this dacnmant,inaayltw 4prahibizad+ehaathe wrRrtnpermissiaeflomA-IRod ImsEs-Aniheapt.iam6a IILP-E. d f P 1 s l bw _ A fni 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 "SCSI 1 -03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 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.A 1 truss.com i US STRUCTURAL CONNECTORS` A MiTek` Company Haneers Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST LISP 160% Label Stock No. Code Reports 100% 115% 12SVo 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 LUS26 865 990 1070 1165 4) - 10d (Header) 2) -10d (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) -16d (Corried Member- Face Mount) 6) -10d (Carried Member- Top Flange) 22) -16d (Face - Foce Mount) 2) -16d (Face - Top Flonge) 4) -16d (Top - Top Flange) THA1422 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- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 11) - lad x 1-112 (Carried Member) 20) - 10d x 1-412 (Carried Member- Max Nailing) 20) -16d x 1-112 (Carrying Member) 20) -16d x 1-112 (Carrying Member- Max Nailing) STRUCTURAL CONNECTORV A MITek- Company Hnnoors Allowable Load (Ibs) DF-L/SP LSL LVL PSL SPF I -JOIST 160% 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 HHUS26-1 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 4680 2140 26) -10d x 1-112 (Carried Member- Max Noiling) 26) -16d (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 HHUS28-2 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 HHUS46 2790 3160 3410 1550 14) - 16d (Face) 6) -16d (Joist) us STRUCTURAL. CONNECTORS* A MiTek'Company 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 2S95 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 22)-16d(Face) 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 HGUS26-2 4355 4675 5230 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 HGUS26-3 4355 4875 5230 2155 20) -16d (Foce) 8) -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face) FI-821.77, 10) - 16d (Joist) RR 25779 13116-R HGUS28-2 7460 7450 7460 323S 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) Ah, US P STRUCTURAL CC7NNECT©R5' A MiTek` Company Fastener Comparison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d (Header) 4) - 10d (Header) T1 JUS24 LUS24 2) - 10d (Joist) 2) - 10d (Joist) 4) - 10d (Header) 4) - 10d (Header) T2 JUS26 LUS26 4) - lad (Joist) 4) - lod (Joist) 22) - 10d (Face - Face Max Nailing) 6) - 16d (Carried Member - Face Mount) 6) - 10d (Face -Top Max Nailing) 6) - 16d (Carried Member - Top Flange) T3 MSH422 6) - lod (Joist - Face Max Nailing) THA422 22) -16d (Face - Face Mount) 6) - 10d (Joist - Top Max Nailing) 2) -16d (Face - Top Flange) 4) - 10d (Top - Tap 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) - 10d 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) TS THD26-2 HHUS26-2 12) - 10d (Joist) 6) -16d (Joist) 28) - 16d (Face) 26) - 10dx 1-112 (Carried Member- Max Nailing) T6 THD28 HTU28 16) - 10d x 1-1/2 (Joist) 26) - 16d x .1-1/2 (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) - lod (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) US P STRUCTURAL CONNECTORS' KM!Tek'(:ompan I y . JANUARY 8, 2016 TYPICAL HIP / KING JACK CONNECTION LVL NAILING SCHEDULE ST-CRNRST & LVL NAILIN CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7 10, 29 -0 Mean Height, Exp. B, C or D. Attach End Jack's w/ (4) 16d Toe Nails @ TC 3) 16d Toe Nails @ BC Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10dx1.5"ea. end @BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (3) 16d Toe Nails @ TC & 2) 16d Toe Nails @ BC (Typ) ENS f@08VV83 e i SERIAL # 38 BCA221'000000004C1287 DF FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA, Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD oa Trusses @ 24" ox. O 00 Lu HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d MiTek USA, Inc. Roof Sheathing— \ COMMON WIRE NAILS AND ATTACHED j TO BLOCKING WITH (5) - 10d COMMONS. 1'-3" Max. IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR E PROJECT ENGINEER/ARCHTECT TO DESIGN THE TILING DIAPHRAGM AND ITS ATTACHMENT TO THE NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS IUSSES TO RESIST ALL OUT OF PLANE LOADS THAT Y RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace at 1 /3 points PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED, TOENAIL BLOCKING TO TRUSSES WITH (2) - 1 Od 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 NAILING SCHEDULE. METHOD 2: ATTACH 2X —SCABS TO THE FACE OF EACH VERTICAL SCAB ALONGMEMBERONTHESTRUCTURALGABLEPERTHEFOLLOWINGVERTICALNAILINGSCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, O5), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD L S I STRUCTURAL I AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS /N BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS h`,ttigtt{90C.pi d ; v° I ro r 7,.•CSN8 B4083 • O441 .. amareeat4 SERIAL': # 313 BCA221000000 004C 1287 DF j STANDARD PIGGYBACK FEBRUARY 14, 2012 aa 0 00 a o0 a MiTek USA, Inc. TRUSS CONNECTION DETAIL This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind 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.'design drawing for additional piggyback'truss information. a 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. ST-PIGGY-PLATE MiTek USA, Inc. Page 1 of 1 Attach piggyback truss to the base truss with 3"x8" TEE -LOCK Multi -Use connection plates spaced 48" 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 (1.5"x0.099") nails in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8" 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. 313BCA221 W0000.004C1287.DF FEBRUARY 14, 2012 TRUSSE-D VALLEY SET DETAIL ST-VALLEY HIGH WIND2 0 ® MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS a o0 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUILIVANT UUJ 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA, Inc. GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. T---Ir--11---Ir--71---f1--- II II II II II II II II II II II II II II 11 II II II II 11 11 11 1 II 11 I1 II II II II 'I II li II II II I! VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY 11 BUILDING x4 CONTINUOUS N0.2 SYP EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60OOFW/ TWO USP WS45 (1/4" X 4.5") MAX TOP CHORD TOTAL LOAD = 50 PSF TREWS INTO EACH BASE TRUSS. MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSFzONTHETRUSSES 5' Max 49,>st111Plot . t 3. r I io dPlayBQ08 • 57 SERIAL' # 3B BCA221000000004C1287DIF FEBRUARY 14, 2012 0 O F{/ `IL \\^ JIIILoJIIIILLoJJIIf O 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL TRUSSED VALLEY SET DETAIL GABLE END, COMMON TRUSS OR GIRDER TRUSS a II II Ii 11 II II II ii 11 II II II II II 11 I II II 11 II II II I I I II II II II II I I. II II I. ST-VALLEY HIGH WIND1 MITek USA, Inc. Page 1 of 1 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" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS 11R QIRhFR TRI IR.4 SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH W/ ONE ROW OF 1-Od WIND DESIGN PER ASCE 7-10 160 MPH NAILS 6" O.C. MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USPWS3 (1/4" X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.G. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A NO SHEATHING) N. T.S. 6041a1erit e Don 313BCA22100 0000004C1287DF: IOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEYHIGHWINDVELOCITY) EILI 0 00 a MiTek USA. Inc. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING 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 CATEGORY II BUILDING EXPOSURE B or C WIND DURATION OF LOAD INCREASE: 1.6 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE -AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. NOTES: SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD NON -BEVELEDBOTTOMCHORD I CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. MAXIMUM 12112 PITCH) MiTek USA, Inc. Page 1 of 1 FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH SERIAL; ,# 313BCA2210000OQ 004C'.: 12 87 DF rpm MAY 24, 2012 n L—JaL O 00 O 00 a MiTek USA, Inc. DIAGONAL BRACE 4'-0" O.C. MAX Standard Gable End Detail Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails, 6" D.C. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss Vertical Stud 4) - 16d Nails 2) - 10d Nails into 2x6 SECTION A -A i ST-GE190-SP MiTek USA, Inc. Page 1 2X6 SP OR SPF No. 2 DIAGONAL BRACE a 16d Nails Spaced 6" o.c. 2X6 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 2X4 SP OR SPF No. 2 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. p * ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - 10d NAILS. / 4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B 24" Max Roof SheathiNOTE: 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 Max. BRACING OF ROOF SYSTEM. 4. "L." BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. G. 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 (4) 10d NAILS THROUGH 2x4. Diag. BraceREFERTOSECTIONA -A) T GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1 /3 points8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 12"O.C. 3-8-10 5-6-11 6-6--11 11-1-13 2x4 SP No. 3/ Stud 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2x4SP-No.3/Stud 24" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2x4 SP No. 2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2x4 SP No. 2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2x4 SP No.z 24" O.C. 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 6in D.C., with Sin minimum end distance. Brace must cover 90 % of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B or C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 2) - 10 2) - 10d NAILS TrusE ps @ 24" o.c. L2x6DIAGONALATTACHED TO VERTICAL WITH NAILS, AND ATTACHED TO NG WITH (5) -10d NAILS. HORIZONTAL BRACE SEE SECTION A -A) 4ti ae ooat r4 i a°pro% N T. N arle6' t . 9. s! t}i1O 8 aa@r I ow M. r! SERIAL 31313CA22 M0000004C1287©F August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 uQQ O MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing oo is impractical. T-Brace / I -Brace must cover 90% of web length. QNote_ This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. 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's Nail to Both Plies) WE Nails I -Brace Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 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 MI -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. vyoi lsea9i,rt,l: r' Rats Boos 3E3 BCA221000000004C1287DF FEBRUARY 8, 2008 I LATERAL BRACING RECOMMENDATIONS ST-STRGBCK Fv-]aa O o0 O 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "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 OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS 0.131N 3") BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE USE METAL FRAMING ATTACH TO VERTICALANCHORTOATTACH WEB WITH (3) - 10d NAILSTOBOTTOMCHORD ( 0.131" x 3") ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS 0.131 " x 3") ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d A l l ACH 10 VEH I IGAL SCAB WITH (3) - 10d NAILS 0.131 " x 3") TRUSS 2x6 4-0-0 WALL BY O' STRONGBACK (TYPICAL SPLICE) INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS 0.131 N 3") ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.1 INSEH I SUHEW I HHUUGH UU I SIUE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED 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) si 769@1r 9>9 ROti 'ro P SOW. is • SERIAL # JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL I-ST-TOENAILSID 00 O o0 O 00 MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW HF SPF SPF-S OE -NAIL SINGLE SHEAR VALUES DIAM. SP DF L0 131 88.0 80.6 69.9 68.4 59.7 p 135 93.5 85.6 74.2 72.6 63.4 J n 162 108.8 99.6 86.4 84.5 73.8 of 0 z 128 74.2 67.9 58.9 57.6 50.3 OJ 131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: 3) - 16d NAILS (.162" diam. x 3.5) WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30 ° TO 60 ° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2x3) 2 NAILS X --i NEAR SIDE NEAR SIDE SIDE VIEW 2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW 2x6) 4 NAILS NEARSIDE NEAR SIDE NEARSIDE NEARSIDE 4 March 4, 2013 UPLIFT TOE -NAIL DETAIL ST-TOENAIL UPLIFT I== ® MiTek USA, Inc. Page 1 of 00 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING 0 0o UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE a FOR LOADS IN OTHER DIRECTIONS. MiTek USA, Inc. END VIEW SIDE VIEW 0.00' TOP PLATE OF W LL 1" FOR 3" NAIL NEAR SIDE 1-1/16" FOR 3.25" NAIL NEAR SIDE L i 1_3116'. FOR 3.5" NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail) DIAM. I SP DF HF SPF SPF-S C7 131 59 46 32 30 20 z O 135 60 48 33 30 20 J n 162 72 58 39 37 25 J M z 128 54 42 28 27 19 w j.131 55 43 29 28 19 J J inN 148 62 48 34 31 21 co z 0 120 51 39 27 26 17 z O 128 49 38 26 25 17 J o 131 51 39 27 26 17 r' 148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED EXAMPLE: 3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. 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 Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 Ito Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 Ibs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL R` FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILING A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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. ss 00083 SERIAL. 3BBCA2.21WOO 00DO4C12S DF:: 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 F ST-FLAT GIR BRAE 4) 12d MAX 3011 (2'-611) 2x6 #2 SP (Both Faces) 24It O.C. SIMPSON H-5 SERIAL 38 BC:A22100 0000004C1297DF Ynxy •Oi: 'txz+;.:ruli- nee 1..t n :(F SHIM ali u;.titxs4umvYto:r.Lla; tt'1r,l:cli itrsw'r bin Ynrr f•ot wt*,;h, edfiN uni nr t ian e,.-e Dt.,M;r i d n. ^i+r`.Lw C;e:.Ya m:rswtt..b.vo thk.t ma:,u:r,fe. B•YOC. -++r: Anthony T: Tomb4 EtT, P.E`, f dr,. Y IxwtMY.n: y k ,dvsil Ceb 't¢¢MuN ! tte kAe.Yb R'v *t ial ld4.d i W 1 !r Ii Il'p Wi.1141 lh q dN1M WDd Yd. # Lnt MrR+glv,. u} . S f¢)k1 ILant M14 .Ye, '. Y. , Tombo- - . 2t-retb rw n2fw Nn, 1p 1lq. Ef lCP sx1 Y ai5+u 111Mb'.W(4 µ+MS+M a+vma t(Ne MJtlk l+'N&lC Ide .M y't iniw.lFltMwidlnsf.n„-+v.tWlauM tl ttC+. iN rl.rn 0,!,1,—W lt+tt tlxdM'N.+a+u menu l,lb/4v ¢!, efNrrnl>f Naq Sttll{r-+-tu keeL N t:+:, Drug Eq—uapi OaY.yi tYdv.I.,n,nM.f$3A /tnfal +IMatutrihh.NHiI1 I. .Pief iFL. 3494 ForE 9ierce, ft. 3494E tnpnig6lZ*16)eA-Y Rcelfimur AnthcvyTTwba GI: P.I. iap,advu edD4btdu kueei;iaahy lmm,np'o.Ibrtid.dhon!¢!awliMeepamssieo ion A I RoDl Lusieti-Mtbpdp T.le>;681tl, LT. OCTOBER 15, 2014 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS AND DAMAGED OR MISSING CHORD SPLICE PLATES 0 00 a o0 a MiTek USA, Inc. ST-REPOI Al MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER Of NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs) 15 % LOAD DURATION SIP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: A L=(2)X+C L BREAK k 3 `` ypl 10d NAILS NEAR SIDE 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X" MIN 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED_X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. SERIAL' kRdrA,),).nnnnnn.nn4ri)o7DF March 4, 2013 SCAB APPLIED OVERHANGS I ST-REP13A MiTek USA, Inc. Page 1 of 1 TRUSS CRITERIA: LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6•, O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x c•+ IVInA 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 tf sti: N m AO 7a or lA n.1 nn nn!An nn A r 7_ O-7 R C: 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. BREAKS: Use a line to note the exact !ocauDi-lof the break. 4x6 11 '` x3. 11 1 2 4LTf 1"a1OVED BEARING CONDi7101J. r&. in n=:r IocaLon of b_atinc. a,,d Pry. .Ja:limenion asn cb:d x3 FP= 3x3 I i 3 4 6 22 21 20 1.5x4 11 3x6 = 1.5x4 11 MISSIIi G i DAi,,-1AGED PLATES: b de rdaie mat ne,, Js 3x4 1.5x4 it 1.5x4 it 7 V 8 9 19 _ 18 17 1. 5x4 11 1 `rF 3x6 = 3x6 FP 16 15. 3x4 = 3x3 TRUS3 NtCGIFICA.TION!' Criss is.t ` i :nc r snot?; o and !; as dct(Fo: d as or,: sihe 3n.i r-.de r m- is Jn5 a neade d- 5x6 = 10 11 12 14 2 0 L LONG 4x6 = 9. 30'0- FL11E FLIB Ot FL10 FL10 I FL1O I FL10 FL10 l0"L—it— 0" 2' 0" 2' 0" 2' 0" 2' D" 2' 0" 2' 0" 2' 0" 4" 4" 4" 1 4 3 yyy IN FL10 1 7 2" ( I FL10 FL10 I AL09G FLIE+G FLO4 r` FL118 L FL02 m FLOE FL02 FLD6 FL02 FLD6 FL02 FLO6 FL02 FLD6 FL02 I I FL06 FL02 I FLOG FL02 FLO6 1' 101 4' 1' 101/4" FG1F 01G'. F03 1F F02 JIF 01 0 XIF J3 1F CJ1 19' 4" 40' 0" 3 5/SI" 5 5/8"I 1, o„ 5 r- 40' 0" ru La cJl, 3 clJ 5 C15 A01 A02 A03 A05 oN A06 r A07 A0` A A03 A 2 A61 CJ5ka04 CJ3 08 qi J B11E U U U 11' 0" 16' 2" 40' 0" 5 1' 0 3/4" UNLESS NOTED OTHERWISE) 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. THE BUILDING DESIGNER IS REPSONSiBLE FOR THE STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE - 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 REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING A JUS24 H- THD46 e 3 e 8 JUS26 1; 1 MSH422 v THD26 MUS26 - m a v - 77 O THD28 © THD48 m o r E m m OE THD26-2 OM THDH48 - - tJ( DTTHD28-2 N THDH28-2 HANGER BY BUILDER -- LOADING ROOF FLOOR WIND LOAD- o LIVE LOAD 20 40 ASCE 7-10 a ¢ e e o c=i DEAD LOAD 10 10 1'0.' H o LIVE LOAD 10- O CATEGORY II 00 o a m m csi DEAD LOAD 10 5 ENCLOSED - m - - m= TOTAL LOAD 40 55 FBC-2014 - - DURATION FACTOR 1.25 1.00 TPI - 2007 REV DATE BY REMARKS jg It is understood that above conditions have been reviewed APPROVED _ - are acceptable for the m - m - m APPROVED AS NOTEDfabricationattrusses, X e elevations,pitches, overhangs, - _ fascias,ceiling REVISE AND RESUBMIT elevations/pitches, bearing REJECTED - conditions & all detail pertaining - - to this truss placement plan. No back charges will be accepted without previous written DATE e _ approval from an A-1 Roof Trusses representative. REVIEWED BY - PLAN DATE ARCH: --/--/--- STRUCT: _ CUSTOMER RYAN HOMES m - JOB NAME ESTEROBAYv2 "F' GARAGER16HT - _ - _ OPTION(S) - = COMMNTY - - _ o 0 LOT # E _ E _ - E u BLDG _ BLDG _ - TYPE # - a JOB # - MASTER XR5E82F - - - DRAWN SCALE E - DATE 09/02/2016 - m o - - J7 NT.S e e = A-1ROOF _ m TRUSSES = m - E - A FLORIDA CORPORATION o s- n Ph 772-409-1010 / Fax 772-409-1015 RECORD COPY t City of Sanford s Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 3 7 2 Project Location Address '(os P,\\-DING SANE pRD OFPAR 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 9174-139 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 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 Underla ments Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates. Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Vicky Otero Please Print) June 2014 I;I THERMA TRU DOORS 1 1 B INDUBTeIAL on.., ED.-TON, OH 4351 7 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 shag 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 shires 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 COMENi3 SHEET i DESCRIPTION 1 Typical elevations, design pressures 3 general notes . 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring E, bill of materials 5 Horizontal R vertical cross sections 6 1 Vertical cross sections 105.50" MAX. OVERALL FRAME WIDTH 1 2 3 5 5 5 68.50" MAX. OVERALL WIDTH 1 2 3 5 5 5 V' i•'• ... .. y..///•• L F -i' I II V_ KA 11'-i II II IF t' rr= __ f'"I'// 4 1ln 0 = 5 I II II I it li it I I I I li it li it I I I I I'SI li it II II I I 5 I 11 tl I' I I I t I 1' 11 I I II I' l_ tJ d a 5 II 11 I '" I 1 I I Ij 5 II ll I ' I I' 11 9 III " I II II II II I I I I I I' 'I II II '1 II1 11 I I II II II' II II IIII-_-51 P DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 55.0 -55.0 37.50" MAX. OVERALL WIDTH 4 5 y 5 500= 5 it li ii i 5 I I I I SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 SINGLE W/ SIDELITES OXO MAX DESIGN PRESSURE 40.0 -40.0 74.50" MAX. OVERALL WIDTH 5 5 5 53.00" MAX. OVERALL WIDTH 5 5 5 1 1 1 I i I I 1 1 ii ii 4 I I I I I I 1 1i I I I I It -1 It -51 i i1 I I I 1 It_ -,I - 31 5 I I I I I I 5 If li • DOUBLE XX SINGLE W/SIDELITE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55.0 -5540 +40.0 -40.0 LOCK HARDWARE MFG t SERIES KWIKSETSIGNATURE SERIES LATCH KWIKSET SIGNATURE SERIES 780 DEADI zz n w IR 'Cot olo0 o z° Z Ew i $ xg 5 0(L m a (L n c ° Z JT4 W C'1 O cc wZl a Z ly Og m? W LNi W y Ir U 5 a MTE: 2121112 SCALE: N.T.S. DWG. en JK cH". ar: LFS DRAWING No.: FL-15225.5-68 SHEET 1 OF 6 I I II IIzQM g . n MASONRY }' 4 MASONRY 4 I I SHOWNFORMASONRY 4 I SHOWN MULLIONFOR I ///t* I o n t0 z° ON - OPENING TYP. HEAD OPENING TYP I I REFERENCE OPENING TYP I I REFERENCE I I v - .a x i JAMBS HEADII HEADII II Em Z m° U JAMBS & JAMBS I I a ^ m aCL a o2X BUCKi2XBUCKIIv2xBUCK CL I I I a Z r Uo I I I I MULLION I my11SHOWNFORI I oo' ci II GO d II REFERENCE II o II II II II II II Of o ? II IIIISINGLEDOOR r V SINGLE W/ ID IT ,SINGLE W/SIDELITES `" vwi Y BUCK ANCHORINGBUCKANCHORING m BUCK ANCHORINGmU K O oO 4. --{ -- 4,. 4 4 4 8 4II II MULLION II II N MASONRY II 4 I I SHOWN FOR I MULLION I o OPENING TYP. HEAD Ij TYP. II REFERENCE I SHOWN FOR II ir m JAMBS II ASTRAGAL HEAD II REFERENCE II J NOTES: II SHOWN FOR JAMBS I I 1. 2X buck min. S.G. z 0.55. 2X BUCK II REFERENCE 2X II BUCK II i I I o CONCRETE ANCHOR NOTES: I xx_ Q aI I I I xx_ a CL h 1. Concreteanchorlocationsatthecomersmaybeadjustedtomaintainthemin. II I c edge distance to mortarjoints. I I I 12 ASTRAGAL I I w 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to II m (j I I II SHOWN FOR maintain the min. edge distance to mortarjoints, additional concrete anchors II D C3 I I REFERENCE I I d N may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. II 3. Concrete anchor table: Aft ..MC...... 144iN...C.tEt4JtANCF r A.N... C.Hf7R,:.::e:;;>::::.::::::.: an a ..: ....:........... .....:....:T.DMA...... ITW o TA PCON 1/4" 1.1/4" 2" 4" ELCO o ULTRACON 1 4 1-1/4" 1" 4" II II I I DATE: I 2121112 I IISCALE: N.T.S. - DWO. BY: JK DOUBLE DOOR DOUBLE W( SIDELITES DHK. BY: LFS 3 BUCK ANCHORING MASONRY DRAWING NO.: 0 OPENING BUCK ANCHORING FL-15225. 5-68 0 SHEET -2 OF 6 N 4D D„ "E" F7 I1-3 i I I I 1 1 I I i tip MULLION IIII SHOWN FOR o REFERENCE A W/2X BUCK INSTALLATION xa 9 W/1X BUCK INSTALLATION 0 46 o TYP. HEAD & JAMBS — VIEW "C"—"C" SINGLE DOOR W/SIDELITES n o o IN PAIRS 30 TYP. TYP. 3„ F• 2aCro W Sc _ LU F- f Ci O SEE n W DETAIL "4" C,SEE o a ILDETAIL N `n 1 6„ . CL D "A" CI'= p N 7 F- .4 z 6 7" 3 16 I N MULLION N SHOWN FOR i2 $ REFERENCE BUCK INSTALLATION O1 BUCK INSTALLATION j HEAD & JAMBS f IIIoI - nIan s I III Ln h L 1FAW/2X BUCK INSTALLATION 9 W/lX BUCK — a INSTALLATION TYP. HEAD & JAMBS 6 O SEE AIL B" ,A" VIEW "E"-"E'" VIEW "D"-"D'" SINGLE DOOR WISIDELIT VIEW "'B"-"B"' SINGLE DOOR SHOWN W/ OPRONAL CORRUGATED FASTENERS, REM 130 (TYP. ALL SIDEUTE TO DOOR JAMB CONNECTIONS) SIDELITE NOTES: I . The sidelite is direct set into the jamb with (12) #6 x 2" pfh. wood screws. There are (4) at each vertical jamb, 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 13/4" 16 go. staples along each jamb (6" from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHQR ANCtIOk>. t:t:>: fiM..ftf »:i:..+vrf1i NA.NC>R...M........C...........A.NC. e;:: a::.::.::.:::::.::.............................................. Marl) TO`.11 MASONRY.. :: s=:..,..::.: is TO; AD 1 ACEN.T:»r: U:: RGE :......:::::::::::.:::::.:AN ITW TAPCONO 1 4" 1-1/4" 2" C ITW TAPCON0) 3/16" 1.1/4" 3" 1.1/2" 0 B DETAIL "6" W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C 1 DETAIL ' " SEE - DETAIL "I W/2X BUCK Ic INSTALLATION W/1X BUCK INSTALLATION DETAIL "2' o n m z UN •• j Ea u r zmocji 9 o a N aN 0mD.a W 6 o E oz yy c 41 I 1 ao Of z 0 o I 0 CO o VIEW A" -"A" B oao a 0z 1 C DATE: 2121112 SCALE: N.T.S. DWG. BY: JK 1 CHK. BY: LFS QUAIL 4' DRAWING NO.: FL-15225.5-68 SHEET 3 OF 6 L 10 VIEW "C,.-"C„ E. IN N 7" l PAIRS 30 ^ o; 4" -I 3" 3f- I 3" TMp. I TH II I II I I II SEE NOTE 311 I SHEET 3 II SEE DETAIL "3" II I ASTRAGAL II MULLION SHOWN FOR II SHOWN FOR REFERENCE 11 REFERENCE ONLY II 16 16 II 16 12 5 II II 5 II II DOUBLE DOOR W/SIDELITES I I I I I I A o SEE DETAIL jINSTALLATIONSTALLATION 3 W/2X BUCK( g W/lX BUCK a _ INSTALLATION INSTALLATION W/1X BUCK( INSTALLATIONTYP. HEAD N uw ASTRAGAL JAMBS iv SHOWN FOR IITYP. HEAD & REFERENCE II JAMBS ONLY II II Material SEE DETAIL "4" a o w¢ = = o I 16 II 16 N In 5 OI 5.4.•. II II VIEW " E"-"E" DOUBLE DOOR SHOWN W/ OPTIONAL CORRUGATED FASTENERS. REM /30 (TYP. ALL SIDELRE TO DOOR JAMB CONNECTIONS) W/ 2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C STEEL 1 STEEL STEEL DETAIL "1 " Item DESCRIPTION B 1 C 1 DETAIL " 4" 0 tU d SEE DETAIL A" i•'•.......... g`` j 1p m jnooz 0 9 d 0azUIn N-' a'. Pi m Ii a'`. 1 n • 0 cZI Li y as o O + W/ 2X BUCK INSTALLATION 3 W/ 1X BUCK 11 INSTALLATION 0 DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DATE: 2121112 SCALE: N.T.S. ` DWG. BY: JK rz CHK. BY: LFS 3 DRAWING NO.: B FL- 15225.5-68 . SHEET 4 OF 6 N cd 1X BUCK Wcd a cl INTERIOR EXTERIOR t HEAD JAMB To Ix sub -buck Inswing shown 2 y 1.25" ^ U INTERIOR EXTERIOR 2 HEAD JAMB 5 To wood frame Inswing shown t R INTERIOR OR EXTERIOR 25" MAX. SHIM SPACE 1.15' MIN. 1.25' MIN. EMB. EMB. TYP. 41 VERTICAL SIDE JAMB To 2x sub -buck Inswing shown 2X BUCK INTERIOR 3 HEAD JAMB 5 To 2x sub -buck Inswing shown JL0.15' MIN. C-SINK 0.25' MAX. SHIM SPACE 1.15' MIN. EM8. 5 VERTICAL SIDE JAMB 5 To wood frame Inswing shown ice o m a n - = 111 U N •• Z UZ m S`uw 9d`OIL N Za Na`a Y m 0 E o= X N 3 JT . Z I DATE: 2121172 SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS DRAwIND NO.: FL-15225.5-68 SHEET $ OF 6 INTERIOR EXTERIOR z i m 11-" VERTICAL CROSS SECTION 6 Inswing configuration VERTICAL CROSS SECTION 6 Inswing configuration EXTERIOR INTERIOR cd 0 VERTICAL CROSS SECTION 6 Outswing configuration EXTERIOR m INTERIOR VERTICAL CROSS SECTION 6 Outs ring configuration tnl. z 25 n INTERIOR EXTERIOR a a •: a v U Q ZY C, iro t Z m U 9 OW oU Nae Nw mdca w maa 20 —L z v as 0z 21 3 C t2 _ 8 JT a EXTERIOR zd i n I tiC JU QVERTICAL CROSS SECTION m ` t Do DoU O o F 0 n. a INTERIOR VERTICAL CROSS SECTION 6 Outswing configuration F- 121 r DATE- 2121112 SCALE: N.T.S. DWG. aY: . JK n CHK. BY: LFS DRAWING NO.: D n FL- 15225.5-68 SHEET B OF 6 K Fx_0Psf 11,114NOT 01--l! THERMA TRU DOORS 1 IS INUWNTRIAL DR.., EGO[RTGN, DH 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 il LI II II II II II I I I I Ir - 1 Ir I 1 1 I Ir Ir 71 II II II II 0 i w 5 ii ii i1==Simi g i 11 II I I I I 0 I I I 1 II II II I I, I, I, 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/AFB.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 shirrs 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 CONTENTS DESCRIPHON Typical elevations, design pressures & general notes Buck anchoring FIFrameanchoringFrame anchoring 3 bill of materials Horizontal & vertical cross sections Vertical cross sections 68. 50" MAX. OVERALL WIDTH 1 2 3 5 5 5 II , I I I II II II I1 I I II II II , I II ,I : 11 II II II II ,I - n II II I1 I I II II II II I, ,I ll II II I I II 11 IIp - 6ii ii ii i li II I, 11 II II II II a• I, ,1 '. II ,1 I jL i I ' 6 6 6 6 6 6 6 6 6 6 6 6 DOUBLE W/SIDELITES OXXO SINGLE W/SIDELITES OXO MAX DESIGN PRESSURE LOCK HARDWARE MFG ASERIES MAX DESIGN PRESSURE 47. 0 -47.0 KMXSEr SIGNATURE SERIES LATCH +40.0 -40.0 37. 5(" MAX. KWIKSEr SIGNATURE SERIES 780 DEACROLT OVERALL 5,, 5 4. 50" MAX. OVERALL WIDTH 53. 00" MAX. WIDTH OVERALL WIDTH 1 2 3 1 2 3 1 2 3 5 5 5 5 5 1 N IA. 0M iI 1I O iI I I I I I SINGLE X MAX DESIGN PRESSURE 67. 0 -67.0 b Y 4 n n II II II II II II II II II 11 II II II II II II 11 II I I I I I I' II II I I I I I I I I II II 11 II 11_, 11 I_I 1 1 I I 1 1 I I tl II II II Aly_. 11 1_11 i 5 11 I I IIi I I I I I, II 1, II O 5 ii ii 0 II II II II II II II II II II I I, ,I I, 11 I I II I I II II 11 11 II II I I II II II II II II I -I it I 1 I DOUBLE XX SINGLE W/SIDELITE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 47. 0 -47.0 +40.0 -40.0 SCALE: N.T.S. DWG. BY: JK m' CHR. BY, LFS 3 DRAWING NO.: R FL- 15225.5-80 " 0 SHEET 1 OF 6 R a 4" MASONRYT OPENING TYP. HEAD JAMBS 2X BUCK SINGLE DOOR BUCK ANCHORING n cj 4" 1 4" 4" 4" 4" I k II II I I '\-MULLION MASONRY_74 OPENING II TYP I I SHOWN FOR REFERENCE MASONRY OPENING - 7 4 II II i HEADII TYP HEAD JAMBS JAMBS II60- II II II 1 0 ci 2X BUCK-/ MULLION SHOWN FOR II II REFERENCE 2X BUCK II II II II IIII 1=1 EtE SINGLE W/SIDELITE SINGLE W/SIDELITES BUCK ANCHORING BUCK ANCHORING X. Ci v- P, 0z 0 cq 0 06 w0Q. E '0 z 4 4" 4" 4" MASONRY_7- 4 II II MULLION SHOWN FOR II II MULLION OPENING TYP. HEAD TYP- REFERENCE II SHOWN FOR -/I JAMBS II ASTRAGAL HEAD II. REFERENCE 11 II SHOWN FOR JAMBS II II II REFERENCE II II NOTES 2X BUCK 2 II II I II 1. 2X buck min. S.G..'e 0.55. CONCRETE ANCHOR NOTES: 2X— ASTRAGAL ASTRAGAL II 11 FOR1. Concrete anchor locations at the comers may be adjusted to maintain the min. BUCK REFERENCEedgedistancetomortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to II 2 maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. II n n d 3. Concrete anchor table: 0 6I I. - - - - - cf..* M4 IN%.Ic MAUR C.C.. NCROk ........... .......................... 11 .............. WJK ............ EOMM.. Ndlldk .......... ITN TAPCONO 1/4" -1/4- 2" ELCO V, ULTRACONC 1/4" 11- 1/4" 4- II DOUBLE DOOR MASONRY DOUBLE W/SIDFLIIE5 BUCK ANCHORING BUCK ANCHORING E; 2121112 SCALE: N.T.S. DWG. By. JK HK. BY. LFS iRAWING NO.: FL- 15225.5-8- c SHEET _2 OF 6 Q II DOUBLE DOOR MASONRY DOUBLE W/SIDFLIIE5 BUCK ANCHORING BUCK ANCHORING E; 2121112 SCALE: N.T.S. DWG. By. JK HK. BY. LFS iRAWING NO.: FL- 15225.5-8- c SHEET _2 OF 6 Q E„ D„ 7,. 73” H -I f - 3„ I II I II II I IIII III I u MULLION I ill SHOWN FOR IIII REFERENCE n A W/2X BUCK INSTALLATION — 1'T n U n U O 9 W/1X BUCK INSTALLATION TYP. HEAD & JAMBS - Q O 2 1 6 3 A„ 7„ 3" I— T— MULLION n SHOWN FOR u REFERENCE Q z WLU A W/2X BUCK INSTALLATION 9 W/1X BUCK INSTALLATION TYP. HEAD & JAMBS - SEE - "- - NOTE 1 d'L 6" = U 16 16 16 DETAIL SEE ti0 = = 2 a 16 16 N IIII III I - ,•4„- 12 5iiii5iiii12cav+ h 12 un I IIII IIII IIIIIIII C„ „D„ „E„ C„ "D„ ,A" VIEW "C"-"C" SINGLE DOOR W/SIDELITES VIEW "E"-"E" VIEW "D"-"D" SINGLE DOOR WISIDELlT SHOWN W/ OP77ONAL CORRUGATED rASTENERS, ITEM /70 (TYP. ALL SIDELI7E/HAR WDARE NOTES: SIDELUE TO DOOR JAWS CONNECTIONS) N w^ 0 N 13 J6„. N JI Z'O oa Um M y > M m A W/2X BUCK rrrrlllll \ 5 a a n m= INSTALLATION ' a n ' xid 9 w/1x BUCK— SEE - e Em z m ° x INSTALLATION DETAIL e y g 9 d L aaTYP. HEAD & I JAMBS \ \ N m (L D. oZ p G: V; DETAIL "2 4 d N O ; A„ VIEW "B"—"B" SINGLE DOOR VIEW 'A" —"A" 1. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each B verticai jamb, from the fop 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) 7/6" X 1 C 1314" 16 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 mortarjoints. 2. Concrete anchor locations noted as 'MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. A A3. Concrete anchor table: HI iN:;.;G:W. .:;N:C::.:M X1'pE::;;:>;a;;:c:.;;;:.$1.ZE;;:>::;::s;.:::::: tv18 bMNi TOlv1ASONRY:.. i;..,.:.... TOADfCEf1T.;:. i e;EDGE...........................ANCHOR::•:::::. Im 1/4" 1-1/4" 2" 4" TAPCON® ITW TAPCON® 3/16" 1.1/4" 3" I1 IAA 1 DETAIL "1" qDB DETAIL "6" 0 10 0 DETAIL "2" SCALE: N.T.S. DWG. BY: . JK CHc. BY: LFS DRAWING NO.: FL-15225.5-80 SHEET 3 OF 6 E" 7„ 3" jtj3„ 33„ 4 3— I ,. I— II II II II II — IIII III SEE DETAIL „3 IIII A IIII SEE SHEETT3 3 II III g II II MULLION SHOWN FOR REFERENCE ASTRAGAL SHOWN FOR II REFERENCE II - ONLY I — II II is 16 ii 16 76 12 IIII 5 II 5 IIII — 12 oIIIIIIIIIVIEW " C"—"C" DOUBLE DOOR W/SIDELITES W/ 2X BM INSTALLATIO W/ 1X BUCM INSTALLATION TYP. HEAD JAMBS SEE DETAIL 4„ Lo Lu w 1 rzWw= Lcn 1 3 3 6„ I r` 4" ---I 1 I I I W/ 2X BUCK, SEE DETAIL II INSTALLATION 3" II W/1X BUCK II INSTALLATION TYP. HEAD & JAMBS II' ASTRAGALJI SHOWN FOR I REFERENCE ONLY II II 16 ii 16 II s II s 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 (Hinge to Frame STEEL 4 1 4" x 2-3 4" PFH ELCO OR I1W CONCRETE SCREW STEEL 5 1 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 1/ 4 " x 3-3 4" ITW PFH CONCRETE SCREW STEEL 8 X 3 PFH SCREW STEEL 3 16"x-1 4"ITW PFH CONCRETE SCREW STEEL J1214" x 3-1 4" ITW PFH CONCRETE SCREW STEEL MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 1 4" X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB PINE, SG >= 0.42 WOOD 21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL N: I 6„ Y'• g pan DETAIL U o E D, m o M UCZ 960Q. 0 c S J D: n. 0 0 o = ciCCff O 2 K zD 4 O O¢ xJ 5 m ¢o KO w A" DOUBLE DOOR B 1 C 1 DETAIL " 4" A 1 A 1 DETAIL ' " m a4 m UI 0 4 0 N a a m' v VIEW ' A" —"A" u SHOWN W/ OPTIONAL CORRUGATED FASTENERS, ITEM 130 (TYP. ALL SIOELRE TO DOOR JAMB CONNECTIONS) 11 0 1 DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. SCALE: N.T.S. DWG. BY: JK u CNK. BY: LFS 3 DRAWING NO.: D n FL- 15225.5-80 C n SHEET 4.OF 6 1X BUCK U h INTERIOR EXTERIOR 1 HEAD JAMB 5 To Ix sub -buck Inswing shown IN riyQNt drn on 13 Z g Z U m 1 Ng 9ooa 4Na maa Z z a d E o= wlnig Qwin `55n u z cL1 i; JA` a y^ A wgm 2X BUCK z hU INTERIOR o EXTERIORIF: ry N O wo INTERIOR EXTERIOR N w 2 HEADJAMB3HEADJAMBnN oV) 5 To wood frame 5 To 2x sub -buck Inswing G Insw ngshowngshowno13 it a a a 2X BUCK INTERIOR INTERIOR M. 4 A o wZ N o A Ln EXTERIOR EXTERIOR CS 0.15" MIN. Z) i C-SINK 25" MAX. SHIMSPACE 0. 25" MAX. n Uj L± SHIMSPACEoN f, o g 1.15" MIN. 1.15' MIN. m EMB. 1. 2S' MIN. EMB. z DATE: 2 21 12 i EMB, TYP. SCALE: N. T.S. DWG. BY: JK m 4 VERTICAL SIDE JAMB 5 VERTICAL SIDE JAMB CHK. BY: LFS ? 5 To 2x sub -buck 5 To wood frame N Inswing shownInswingshownFL— 1522 1.-15.5-80 0 SHEET 5 OF 5 N INTERIOR EXTERIOR za VERTICAL CROSS SECTION Inswing configuration INTERIOR d VERTICAL CROSS SECTION Inswing configuration EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 6 Outswing configuration EXTERIOR INTERIOR VERTICAL CROSS SECTION Outswing configuration EXTERIOR r VERTICAL CROSS SECTION INTERIOR VERTICAL CROSS SECTION Outswing configuration I I I I F z1 2121112 SCALE: N.T.S. DWG. BY: JK CHK. BY.- LFS DRAWNG NO, FL— 15225.5-8 SHEET B OFL Sf— r- -- Z 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 OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/ MASONRY, USE ONE (1) 3116 INCH ITWTAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1114 INCH MINIMUM EMBEDMENT. 5. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1)#10 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE (1) #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. D1551MILAR 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 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.CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. B. MASONRY- STRENGTH CONFORMANCETO ASTM C-90, GRADE N, TYPE 1(OR GREATER). C. STEEL- MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALLTHICKNESS OF 33 MILS. (20 GUAGE) k_ I I -- I aggo 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 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 ARCHITECTSHALL 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 SHEETS FOR GLAZING DETAILS. 8. DESIGNATIONS "X" AND "0" STAND FOR THE FOLLOWING: X: OPERABLE PANEL O: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION f A GENERAL & INSTALLATION NOTES 2 ELEVATIONS & ANCHOR LAYOUTS 3 4712FL VERTICAL & HORIZONTAL SECTIONS 4 4712F VERTICAL & HORIZONTAL SECTIONS 5 4812F VERTICAL HORIZONTAL SECTIONS 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 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' On PLyWINDOWS GEM 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH!540-484-6348 FX: 540-484-6683 m m U itC T Z -p Z Z m a m ¢ O CL V v aC o¢U N Z T CD m W i m H H m vHP L ¢ Co LU ¢ < H LU ComLU a a ly. m da T _ o y Fy m0 1 2 IT lL VJ m J V) L) m V V DWG #: PGW029 SHEET: 1 OF 5 UNIT MAX. WIDTH 53.00"' D.L.O MAX. WIDTH 49.44" B F F 3 4 D UNIT MAX. HEIGHT 72.00" H 4 „X,. A E 3 4 SASH MAX. WIDTH 51.25" ELEVATION D.L.O MAX. WIDTH 44.31" D.L.O. MAX. r iHEIGHT 33.25" UNIT MAX. HEIGHT 96.00" SASH MAX. HEIGHT 36.31" 1 SEE ANCHOR SEE ANCHOR r SCHEDULE SCHEDULE ANCHOR LAYOUT SEE ANCHOR SCHEDULE SEE ANCHOR SCHEDULE UNIT MAX. IDTH 48.00" 5 B F 3 4 D.L.O. MAX. HEIGHT 45.56" SASH MAX. HEIGHT 35.88" H "X" C G— L- 4 3 4 5 SASH MAX. WIDTH 46.25" INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMB O.C. CORNER ANCHOR TYPE TYPE LOCATION SUBSTRATE IN) DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE 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 PLy GEMWINDOWS 433 N. MAIN ST„ PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX+ 540404-6683 H m m m U1tgHOL] v Z LL a ¢ v m WryW m m H ¢ m O U Z H G Ic j ¢ < lL w d m w a w w m OcaP n. m WF- G K C° Lo m Z- _= uZ m 10 U V DWG #: PGW029 SHEET: 2 OF 5 3/16" ITW TAPCON INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS 2 1/2" MIN. CAULK BETWEEN EDGE DISTANCECONCRETE/ MASONRY & 1X WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS EXTERIOR FINISH 1 MIN. BY OTHERS EMBBEE DMENT PERIMETER CAULK—,--' AULK ( 1 1/4" MAX. O.A. BY OTHERS SHIM SPACE WINDOW HEIGHT 5EE GLAZING EXTERIOR DETAIL INTERIOR VERTICAL SECTION 3 HEAD - 1X WOOD/CONCRETE/MASONRY 4712 FLANGE EXTERIOR INTERIOR SEE GLAZING DETAIL 1 i (Hl1 O.A. WINDOW HEIGHT STRUCTURAL GRADE SILICONE BY OTHERS MAX. 1 SHIM SPACE EXTERIOR FINISH BY OTHERS 1X WOOD BUCK d BY OTHERS o CAULK BETWEEN CONCRETE/ MASONRY 6 IX WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS VERTICAL SECTION 3 SILL-1XWOOD/CONCRETE/MASONRY 4712 FLANGE 1/4" MAX. SHIM SPACE 3 THREADS MIN. ENGAGEMENT' 10 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD FRAMING BY OTHERS INTERIOR SEE GLAZING DETAIL 1 SHEATHING BY OTHERS EXTERIOR EXTERIOR FINISH BY OTHERS O.A. PERIMETER CAULK WINDOW BY OTHERS WIDTH A) HORIZONTAL SECTION 3 JAMB -STEEL STUD FRAME 4712 FLANGE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 IX WOOD BUCK BY OTHERS INTERIOR 1X WOOD BUCK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR 2 1/2" MIN. EDGE DISTANCE SEE GLAZING DETAILI . EXTERIOR FINISH EXTERIOR BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW WIDTH C- HORIZONTAL SECTION 3 JAMB - 1X WOOD/CONCRETE/MASONRY 4712 FLANGE jtl® PLy GEMWINDOWS 433 N. MAIN 57, PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540484-6348 FX: 540A84-6663 J m J M z Z vO H o o S0o _ V I Z N J x SZp OfO U TZJ ¢ V lb m¢ v vu'i Z m H H¢ a gyp+ ¢Z On m .- a wF 0 Z O U w L8Lu ey o L ov o •n moo mw mZ o 3 _= NZ Q U DWG #: PGW029 SHEET: 3 OF 5 1/4" MAX. 3 THREADS MIN. SHIM SPACE SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW BY OTHERS INSTALLATION ANCHOR EXTERIOR FINISH METAL STUD FRAMING BY OTHERS BY OTHERS 8 SELF -TAPPING SCREW PERIMETER CAULK INSTALLATION ANCHOR BY OTHERS METAL STUD FRAMING BY OTHERS O.A. 1 1/4" MAX. WINDOW SHIM SPACE 3 THREADS MIN. HEIGHT ENGAGEMENT I SEE GLAZING)/ SHEATHING — DETAILS EXTERIOR INTERIOR BY OTHERS EXTERIOR FINISH• BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW WIDTH VERTICAL SECTION HORIZONTAL SECTION 4 HEAD -1X WOOD/CONCRETE/MASONRY 4J JAMB - STEEL STUD FRAME 4712 FIN 4712 FIN SEE GLAZING DETAIL I EXTERIOR O.A. WINDOW HEIGHT INTERIOR 1/4" MAX. SHIM SPACE PERIMETER CAULK BY OTHERS EXTERIOR FINISH N METAL STUD FRAMING BY OTHERS II .. BY OTHERS SHEATHING #8 SELF -TAPPING SCREW BY OTHERS 3 THREADS MIN. INSTALLATION ANCHOR ENGAGEMENT VERTICAL SECTION 4 SILL -PRECAST CONCRETE 4712 FIN EXTERIOR VERTICAL SECTION 4 MEETING RAIL INTERIOR PLY GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 NTERIOR PH: 540A84-6]46 FX: 540-484-6683 m Zo F m V v P NN H Q Q SEE GLAZING Q DETAIL Z p = U- HN ° m Ziz ¢ m st J Zp Lu Z H & H ¢ Z m i,,u1 u F- w tea¢ d m W a aaM XTERIOR H a m V) O H z LU w I2(_ a w""' w 3In jz m Q U V DWG #: PGW029 SHEET: 4 OF 5 1/4" MAX. SHIM SPACE 3 THREADS MIN. A DLL / ( C p SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW r yWVNDGO'WVSiBYOTHERSINSTALLATIONANCHOR EXTERIOR FINISH 8 SELF -TAPPING SCREW 433 N. MAIN ST., PO BOX 559, BY OTHERS METAL STUD FRAMING INSTALLATION ANCHOR RO[KY MOUNT, VA 84151 BY OTHERS INTERIOR PERIMETER CAULK METAL STUD FRAMING PH: 540A84-6348 FX: 540-484-6683 BY OTHERS BY OTHERS J m 3 SEE GLAZING Z o 1 THREADS MIN. DETAIL I O.A. 1/4" MAX. ENGAGEMENT WINDOW SHIM SPACE aHEIGHT SHEATHING71! p o w uf 3/4" O.A. INSULATEb GLASS BY OTHERS N m H ¢ m eiSEEGLAZING) DETAIL 1 n ZJO LU Z Z aLLBJ¢ Z mEXTERIORINTERIOR DOW 1199 EXTERIOR FINISH EXTERIOR LUSILICONEBYOTHERSPERIMETERCAULKw BY OTHERS NDOW VERTICAL SECTION HORIZONTAL WIDTH SECTION CD5HEAD - IX WOOD/CONCRETE/MASONRY I 5 JAMB STEEL STUD FRAME 4812 FIN 4812 FIN 1/2" MIN. GLASS P 1/4" MAX. Z SEE GLAZING SITE SHIM SPACE O DETAIL Z Ix O GLAZING DETAIL 1 H I 1 8 SELF -TAPPING SCREW Yv EXTERIOR INTERIOR INSTALLATION ANCHOR LLJ LU O.A. WINDOW NOTE: METAL STUD FRAMING Cy - a HEIGHT MAX. GLASS THICKNESS AND TYPE BY OTHERS SHIM SPACE SHALL COMPLY WITH E 1300SHIM GLASS CHART REQUIREMENTS O ZINTERIOR 3 THREADS MIN. I i" PERIMETER CAULK ENGAGEMENT BY OTHERS EXTERIOR METAL D FRAMINGSHEATHINGFINISH ti BY OTHERS:`' BY OTHERS BY OTHERS U- _ SHEATHING 8 SELF -TAPPING SCREW F U) BY OTHERS 3THREADS MIN. INSTALLATION ANCHOR EXTERIOR FINISH ENGAGEMENT SEE GLAZING BY OTHERS d. • •• DETAIL 1 PERIMETER CAULK EXTERIOR BY OTHERS o o T JJI 2O.A. WINDOW p m Z 3 ZE Y 2= Z VERTICAL SECTION WIDTH dWG# 5' SILL -PRECAST CONCRETE HORIZONTAL SECTION PGW0294812FINS % JAMB - STEEL STUD FRAME 4812 FIN SHEET: of 55 Z, n 14-001c_ INSTALLATION NOTE5: 1. ONE (1) INSTALLATION ANCHOR 15 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 A TOLERANCE OF t1/2 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF TOLERANCES), TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FIN INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1) k8 WOOD SCREW, 10D 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) 010 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 O.SS. PLY GEM WINDOWS 471214812 SINGLE -HUNG (NON -IMPACT) AS TESTED 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 101/1.5.2/A440-05 2. ADEQUACY OFTHE EXISTING STRUCTURAL 2X STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 2X BUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCKDESIGN 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 PROTECTTHIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. WINDOW FRAME MATERIAL: ALUMINUM 6063-75 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.. OPERABLE PANEL 0: FIXED PANEL TABLE OF CONTENTS SHEET REV1510N SHEET DESCRIPTION I A GENERAL & INSTALLATION NOTES 2 ELEVATIONS ANCHOR LAYOUTS 3 4712FL VERTICAL & HORIZONTAL SECTIONS 4 4712F VERTICAL & HORIZONTAL SECTIONS 5 4812F VERTICAL & HORIZONTAL SECTIONS OVERALLSIZE DP RATING PSF) MISSILE IMPACT RATINGWIDTHHEIGHT 48" 83.93" 50/-70 NOT RATEDE4712FL53" 72" 50/-60 NOT RATED 53" 72" 50/-60 NOTRATED 48" 83.93" 50 / -60 NOT RATED 4812E 48" 84" 50/-60 NOT RATED 4812E 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' PLy WINDOWS GEM 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 m a F4 SO n Z m J w O p = u aw¢ o¢u w 7- m w m N m H H ¢ Z 43 Z a H ¢ Z m UJ m w W m- am d a WF a: Q O N o j 111 . mU) mom z O p U V DWG #: PGW030 SHEET: I OF 5 UNIT MAX. WIDTH 53.00"-- D.L.O MAX. WIDTH 49.44" 8 f 3 4 UNIT MAX. HEIGHT 72.00" H A E 3 4 SASH MAX. WIDTH 51.25" UNIT MAX. WIDTH 48.00" D.L.O MAX. WIDTH 44.31" J 5 3 4 K«. D D.L.O. MAX. 5 3 HEIGHT 33.25" UNIT MAX. HEIGHT 96.00" SASH MAX. HEIGHT 36.31" SEE ANCHOR SEE ANCHOR [_ SCHEDULE SCHEDULE ' ANCHOR LAYOUT SEE ANCHOR SCHEDULE SEE ANCHOR SCHEDULE SASH MAX. WIDTH 46.25" ELEVATION D.L.O. MAX. HEIGHT 45.56" INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMB O.C. CORNER ANCHOR TYPE TYPE LOCATION SUBSTRATE IN.) DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE IN.) IN.) IN.) IN.) IN.) 8 WOOD ANCHOR FIN 1 WOOD 1.5 0.75 12 12 9 4 10D 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 1 20 1 20 4 AftPLY GEM WINDOWS 433 N. MAIN 5T., PO 80X 559, ROCKY MOUNT, VA 24151 PH: 54DA84-6348 FX: 540-484-6683 H m M o & H O v1 a dm x SASH MAX. Z u = HEIGHT N m w35.88" y rmZ ¢ m 0 a 0 Z H a ij C H Q ¢ m w xamwaLU w LU a rn x a m N a C) H z H H w v Ce 'o0 O II ;Jill, p' 3i == Uz O I'D U 1n DWG #: PGW030 SHEET: 2 OF 5 10 WOOD SCREW 11/2" MIN. INSTALLATION ANCHOR 1/4" MAX. EMBEDMENT CAULK BETWEEN CONCRETE/ MASONRY & 2X SHIM SPACE CAULK BETWEEN AD PLy GEMWOODBUCKBYOTHERS INTERIOR CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS WINDOWS CONCRETE/ MASONRY BY OTHERS 2X WOOD BUCK 3/4" MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 BY OTHERS 2X WOOD BUCK 11/2"MIN s BY OTHERS PH: 540,84-6348 FX: 540A84-6683 m EXTERIOR FINISH EMBEDMENT #10 WOOD SCREW BY OTHERS INSTALLATION ANCHOR r m m Z a H o & 1/4" MAX. a SHIM SPACE N 0 v 3/4" MIN. Z p p = EDGE DISTANCE a z a u LL STRUCTURAL GRADE I Z 'n m ^< O.A. SILICONE BY OTHERS Z p o 2 ¢ ' WINDOW 0 w ¢ z HEIGHT SEE GLAZING w a ¢ SEE GLAZING EXTERIOR FINISH m MEXTERIORDETAIL1INTERIORDETAIL1 BY OTHERS EXTERIOR STRUCTURAL GRADE SILICONE BY OTHERS aWINDOW WIDTH m VERTICAL SECTION C HORIZONTAL SECTION 3 HEAD-2X WOOD BUCK 3 IAMB-2X WOOD BUCK Z 4712 FLANGE 4712 FLANGE 1/4" MAX. O Z 1 1/2" MIN. SHIM SPACE EMBEDMENT u LU SEE GLAZING 2X WOOD BUCK BY OTHERS INTERIOR iy- a EXTERIOR DETAILS A INTERIOR #10 WOOD SCREW 1'14'jl INSTALLATION ANCHOR—,, 1 SEE GLAZING Z O.A. DETAIL 1 WINDOW 3/4" MIN. HEIGHT 1/4" MAX. SHIM SPACE EDGE DISTANCE JAB' Q- •,, SHEATHING— BY OTHERS EXTERIOR STRUCTURAL GRADE SILICONE BY OTHERS N EXTERIOR FINISH r' EXTERIOR FINISH BY OTHERS BY OTHERS I11 2X WOOD BUCK BY OTHERS STRUCTURAL GRADE O'A' w m m Z iu n CAULK BETWEEN SILICONE BY OTHERS WINDOW 0 3 I Z CONCRETE/ MASONRY & 2X o olu V) DWG #: WOOD BUCK BY OTHERS CONCRETE/MASONRY VERTICAL SECTION HORIZONTAL SECTIONBY PGW030OTHERS 3 SILL-2X WOOD BUCK ` / JAMB-2X WOOD FRAME 4712 FLANGE ` 4712 FLANGE 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 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE 1 1/2" MIN. EMBEDMENT 2X WOOD BUCK BY OTHERS 101) COMMON NAIL OR 11 #8 WOOD SCREW GAUGE ROOFING NAIL INSTALLATION ANCHOR INSTALLATION ANCHOR 1/4" MAX. SHIM SPACE 1 1/2" MIN. / 1 EMBEDMENT SHEATHINGS' 1 BY OTHERS INTERIOR VERTICAL SECTION 4 HEAD - 2X WOOD BUCK 4712 FIN SEE GLAZING DETAIL EXTERIOR INTERIOR 1 O.A. WINDOW HEIGHT 1/4" MAX. SHIM SPACE u PERIMETER CAULK 3/4"MIN. EDGE BY OTHERS DISTANCE EXTERIOR FINISH e BY OTHERS .. 2X WOOD BUCK BY OTHERS IN WOOD SCREW CAULK BETWEEN 1 1/2" MIN. INSTALLATION ANCHOR CONCRETE/ MASONRY & 2X EMBEDMENT WOOD BUCK BY OTHERS CONCRETE/MASONRY VERTICAL SECTION BY OTHERS ( n L 4 SILL-2XWOOD BUCK 4712 FIN EXTERIOR FINISH BY OTHERS PERIMETER CAULK O.A. BY OTHERS WINDOW -- WIDTH HORIZONTAL SECTION U JAMB-2X WOOD FRAME 4712 FIN VERTICAL SECTION 4 MEETING RAIL INTERIOR SEE GLAZING DETAIL EXTERIOR Aft PLy GEM WINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540A84-6348 FX: 540-484-6683 z a Z1ty v=i OZ dm a yi NQ o = d' Z jGWO+ t5 Tm w ¢ V f Z H Q W G Z w Q w w a a m d a ro x w1- 0 V) Z O H z V H H U Ww LL F52 0'1 m V) C' Z J V) aro 3 __ c¢iz DWG #: PGW030 SHEET: 4 OF 5 CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS CONCRETE/MASONRY BY OTHERS 1 1/2" MIN. EMBEDMENT 2X WOOD BUCK BY OTHERS B WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER CAULK 1/4" MAX. BY OTHERS SHIM SPACE O.A. WINDOW HEIGHT i 3/4" MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS 101) COMMON NAIL OR 11 GAUGE ROOFING NAIL / INSTALLATION ANCHOR 11/2" MIN. EMBEDMENT SHEATHING— BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR SEE GLAZING DETAIL EXTERIOR SEE GLAZING 3/4" O.A. INSULATED EXTERIOR FINISH DETAIL GLASS BY OTHERS EXTERIOR INTERIOR PERIMETER CAULK DOW 1199 _ BY OTHERS O.A. SILICONE \ WINDOW WIDTH P-5 PLY GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 a m m ZiNt6H p H Q 1n = Z pZ u N G U m Z¢ m Y v1Z p 'pzH in Q+ w H ¢ Z 3 u h gyp ¢ m w a m w " LU Iw- p 0 VERTICAL SECTION HORIZONTAL SECTION J) 7- HEAD-2X WOOD BUCK 4812 FIN l JAMB-2X WOOD FRAME 1/2" MIN. GLASS 4812 FIN 3/4" MIN. Z BITE — EDGE DISTANCE CAULK BETWEEN GLAZING DETAIL 1 INTERIOR 1/4" MAX. CONCRETE/MASONRY &2X H H SHIM SPACE WOOD BUCK BY OTHERS v SEE GLAZING NOTE: GLA55 THICKNESS AND TYPE SHALL COMPLY CONCRETE/ MASONRY BY OTHERS w iy- OujIn DETAIL 1 WITH A5TM E 1300 GLASS CHART REQUIREMENTS f 2X WOOD BUCK BY OTHERS 1 INSTALLATION 8 WOOD SCREW EXTERIOR INTERIOR ANCHOR O.A. Z WINDOW HEIGHT 1/4" MAX. SHIM SPACE SEE GLAZING 11/2" MIN. EMBEDMENT DETAILI PERIMETER CAULK BY OTHERS 3/4" MIN. EDGE I - DISTANCE •• ~ i EXTERIOR FINISH ..•t', 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 WOOD SCREW ITALLATION ANCHOR EXTERIOR EXTERIOR FINISH i y y"' ••F ` BY OTHERS PERIMETER CAULK w o m t. LID WINDOW BY OTHERS I M Z C4 Z F WIDTH HORIZONTAL SECTION 5 JAMB - 2X WOOD BUCK 4812 FIN O Y ¢ 0 0 3* a: NZ p 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 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 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 #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/21NCH MINIMUM EMBEDMENT. 6. FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 11/4 INCH MINIMUM EMBEDMENT. 7. MINIMUM EMBEDMENTAND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 9. FOR GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 10. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55. 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 DA101/I.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. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. DOOR FRAME MATERIAL: ALUMINUM 6063-T5. 7. GLASS THICKNESS& TYPE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET 8 FOR GLAZING DETAIL. B. DESIGNATIONS "X" AND "0" STAND FOR THE FOLLOWING: X: OPERABLE PANEL 0: FIXED PANEL 9. APPROVED CONFIGURATIONS: ZT- XO, OX, XX, OXO, XXO, OXX, KOK, OXXX, XXXO, OXXO, XXXX 3T- XXX, XXO, OXX, OXXX, XXXO, XXXXXX, OXXXXO PLY GEM WINDOWS BUILDER SERIES 4780 PATIO DOOR TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A INSTALLATION & GENERAL NOTES 2 ELEVATIONS 3 ELEVATIONS 4 ANCHOR LAYOUTS 5 ANCHOR LAYOUTS 6 VERTICAL SECTIONS 7 VERTICAL SECTIONS 8 HORIZONTAL SECTIONS & GLAZING DETAIL 9 HORIZONTAL SECTIONS 10 HORIZONTAL SECTIONS DESIGN PRESSURE RATING MAX. PANEL SIZE DESIGN PRESSURE MISSILE IMPACT RATING 48. 50" X 95.00" 30.0 PSF NON -IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2015.01.02 13:01:07-05'00' PLy GEM WINDOWS433 N. MAIN ST.. PO BOX 559. ROCKY MOUNT. VA 24151 PH: 540A84-6346 FX: 540-/84-6683 N m Z Z p0 H Q n V LUW V m J a v_ Oa V N52 p U, w N m m Z ¢ m LU HoH rLU Q H J S QW J Z H8 a In n- m 0 Q o y O Z Y= v Z 2N pOpUDWG #: PGW064 SHEET: 1 01`10 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 95.00" MAX. PANEL HEIGHT 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: 49.00" 96.312" MAX. DOOR WIDTH B C 6 6 0/' 11 0/. 96.00 D( HE] 96.00 W HE] 147.000" MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH I 6 6 95. 30, N MAX. P 10 PANEL 10 M HEIGHT 9 MAX. G L IOR 91.25" R 9 GHT MAX. D.L.O. HEIGHT 142.56" MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 7 7 O O 95.00" 10 10 MAX. P PPANEL 10 10 HEIGHT MAX. s L L OR 91.25.. 9 99 HT MAX. D.L.O. HEIGHT ELEVATION EXTERIOR VIEW - 3 TRACK ELEVATION e EXTERIOR VIEW - 2 TRACK c 00 PLY GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540184-6348 FX: 540- 84-6683 m to V k v 4 Z. p 0 n V7 J m Z mimLL w a v =4 8 U) V ra Zw¢m < w H a a Z¢ a H j a m W p m w m d 0 Tm O H z r v 2 Al J 00 3a DWG #: PGW064 SHEET: 2 OF10 NOTE SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT: 94.50" MAX. SCREEN PANEL WIDTH: 49.00" 96.00 IN HE: 96.00 IN HE: 192.00 MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH E F 45.25" MAX. D.L.O. WIDTH 7 6 6 O 10 N 95.00" 10 MAX. PANEL J P M P HEIGHT q 10 9 10 MAX. G L L FOR 91.25" 8 9 9 GHT MAX. D.L.O. HEIGHT i— LiL yo, ELEVATION 6 EXTERIOR VIEW - 2 AND 3 TRACK 285.750" MAX. DOOR WIDTH 48.50" MAX. PANEL WIDTH 45.25" MAX. D.L.O. WIDTH 95.00" O 10 tMAX. PANEL P P P sHEIGHT io 10 10 MAX. L L L FOR 91,25" 9 9 9 9 9 GHT MAX. D.L.O. HEIGHT ELEVATION EXTERIOR VIEW -3 TRACK M v 0° PLy GEMWINDOWS 433 N. MAIN 5T., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 m m o Z S m to H U = LL wnm¢ w W m H m e W H Z i¢4 & H m w mamo. H a aWci m m J U1 7-'n u _ Z 10ao3 U1 DWG #: PGW064 SHEET: 3 OF10 6.00" MAX. FROM CORNERS, TYP F[ 20.75"MAX.O.C.TYP 6.00" MAX. FROM C ORNERP S, TY T 20. 75" MA; 1 INSTALLATION ANCHOR, TYP 6. 00" MAX. FROM CORNERS, TYP —I I--I-- 20.75" MAX. O.C. TYP ANCHOR LAYOUT 2 TRACK 6. 00" MAX. FROM CORNERS, TYP 19.25" MAX. O.C. TYP COON MAX. FROM CORNERS, TYP 20. 75" MAX. O.C. TYP INSTALLATION NALLATIONANCHOP, TYP -/ ro do 6.00" MAX, FROM CORNERS, TYP --I - -- 20.75" MAX. O.C. TYP ANCHOR LAYOUT 2 TRACK 6.00" MAX. FROM CORNERS, TYP -- 718.63" MAX. O.C,TYP 6.00" MAX. FROM CORNERS, TYP 20.75" MAX. O.C. TYP INSTALLATION ANCHOR, TYP -/ 6" MAX. FROM CORNERS, TYP -- ---k 20.75" MAX. O.C. TYP ANCHOR LAYOUT 3TRACK 100 PLy WINDOWS GEM433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540 84- 6348 FX: 540-484-6683 p m M m V) l d q 0 CD O SH O NV- d m J a W Q a V V K K p ¢ V) V m m ix Z H¢ a p Q W H Q Z m a a 6. M LLJ p V) O H z Lu Lu jy p LlJ C; m Z m JV) u Z po 3 hDWG #: PGW064 SHEET: 4 OF10 6.00" MAX. FROM CORNERS, TYP F[ lB.13"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 ANCHOR LAYOUT 2 AND 3 TRACK 6.00" MAX. FROM CORNERS, TYP --- F-1 17.10" MAX. O.C. TYP 6.00" MAX. FROM CORNERS,TYP 20.75" MAX. O.C. TYP INSTALLATION ANCHOR, TYP -/ 6.00" MAX. FROM CORNERS, TYP -- 1-_ -1 W.75" MAX. O.C. TYP ANCHOR LAYOUT 3 TRACK o0 PLyWINDOWS GEM 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT. VA 24151 PH: 540.84-6348 FX: 540-184-6683 a m Y 0CO ZXka g p d m CCW C W V V) W V i W Z H ° m w a m L m aC, a a m wF DWG #: PGW064 SHEET: 5 OF10 1 3/4" MIN. SEPARATION 3/4" MIN. EDGE DISTANCE 2 1/2" MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/MASONRY BY OTHERS CONCRETE/MASONRY h 1X WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS 1 1/4" MIN. EXTERIOR FINISH a EMBEDMENT BY OTHERS 1/4" MAX. SHIM --i PERIMETER CAULK BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR INTERIOR VERTICAL SECTION O.A. 6J CONCRETE/MASONRY - HEAD UNIT 2TRACK HEIGHT EXTERIOR INTERIOR 3/4" MIN. EDGE DISTANCE 1 3/4" MIN. SEPARATION 2X WOOD FRAME BY OTHERS 1 1/2" MIN. SHEATHING EMBEDMENT BY OTHERS EXTERIOR FINISH BY OTHERS I: 1/4" MAX. SHIM PERIMETER CAULK BY OTHERS O.A. #10 WOOD SCREW y iUNITINSTALLATIONANCHOR HEIGHT EXTERIOR INTERIOR Z) VERTICAL SECTION 6 2X WOOD FRAME - HEAD 2 TRACK pjr PLy GEMWINDOWS 433 N. MAIN 5T., PO 80X 559, ROCKY MOUNT, VA 24151 PH: 540494-6348 FX: 540-484-6683 o m m m V) m H O gn v o amp arr n W o am n i vLU U) wm Zmm ^< H G W OWd a m Caco_ wF- 0 PERIMETER CAULK N/ BY OTHERS 1 rGQ .•• 6• 0 , SET SILL IN BED OF CAULK OR WET CEMENT 1 1/4" MIN. EMBEDMENT u- F- 5 N F 3/16" ITW TAPCON x y d ' •., INSTALLATION ANCHOR 2 1/2" MIN. CONCRETE/ MASONRYI13/4 MIN. iii ti O EDGE DISTANCE BY OTHERSfSEPARATION VERTICAL SECTION C'3 z 6 CONCRETE/ MASONRY -SILL 0o a z 2 TRACK DWG #: PGW064 SHEET: 6 OF10 13/4" MIN. SEPARATION 3/4" MIN. EDGE DISTANCE 2 1/2" MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY h 1X BY OTHERS WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS p 1 1/4" MIN. EXTERIOR FINISH EMBEDMENT BY OTHERS 1 1/4" MAX. SHIM PERIMETER CAULK BY OTHERS 3/16" IOW TAPCONANCHOR V II, I 11 I III I INSTALLATION ANCHOR EXTERIOR INTERIOR J) VERTICAL SECTION OA % 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 d. •. INSTALLATION ANCHOR 2 1/2" MIN. 113/4" 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 3/4" MIN. SEPARATION 1 1/2" MIN. EMBEDMENT 1/4" MAX. SHIM 10 WOOD SCREW —," ' II I II I III IIINSTALLATIONANCHOR —III ILJ L O A EXTERIORUNITINTERIOR HEIGHT VERTICAL SECTION 7 2X WOOD FRAME - HEAD 3 TRACK PLy GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 a m U.) z HrO d m J w V Lu w UC4waumw m m H m vCL wLUW HaZ H m 1J J Dp ¢ RdCOW4) 3 On LU v, m H 0 m O Z Y = C¢J Z003v1n0 DWG #: PGW064 SHEET: 7 OF10 CAULK BETWEEN 1X WOOD BUCK d&CONCRETE/ MASONRY BY OTHERS 3/4" MIN. EDGE DISTANCE 13/4" MIN. SEPARATION 4 21/2" MIN, EDGE DISTANCE IX WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS 11/4" MIN. EMBEDMENT 1/4" MAX. SHIM INTERIOR 3/16" ITW TAPCON INSTALLATION ANCHOR SEE GLAZING DETAIL A I EXTERIOR PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH Gi HORIZONTAL SECTION 8 CONCRETE/MASONRY -JAMB 2 TRACK 1 1/2" MIN. EMBEDMENT INTERIOR 1/4" MAX. SHIM SEE GLAZING DETAIL A _ 2X WOOD FRAME i:; :..,•; r ;i;; BY OTHERS 10 WO.OD SCREW 00 PLy GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCKY MOUNT, VA 24151 PH:540-484-6348 FX:540-484-6683 m 1 INSTALLATION ANCHOR 0 M A 0 NOZ N Z .0 H' O 1 3/4" MIN. CCCt SEPARATION V3 w w o O= LL q Ui Cc 3/4' MIN. EDGE LuV) o p m Z¢ m e DISTANCE w b a o z H a Q 2 w J ¢Z ey w H a m w o EXTERIOR H m F w ( w 0, m i d SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS EXTERIOR FINISH Q BY OTHERS a O.A. UNIT WIDTH ---) vi Z C) iH HORIZONTAL SECTION 0 8 2X WOOD FRAME -JAMB H H 2 TRACK I11 w C INTERIOR 5/8" O.A. INSULATED GLASS CONSISTING OF: > 5/32" TEMPERED GLASS, .` lv,,•• / AIR SPACE, O ' 15/32" TEMPERED GLASS, n 6 1 ti F. as U) 0.75" GLASS BITE \ / 'y * pRo EXTERIOR m m YS- QF GLAZING DETAIL A NOTE: a ? GLASS THICKNESS AND TYPE DWG #: SHALL COMPLY WITH ASTM E 1300 PG WO 64GLA55CHARTREQUIREMENTS. SHEET: 8 QF10 1 1/4" MIN. EMBEDMENT CAULK BETWEEN 1X WOOD - SUCK & CONCRETE/ MASONRY BY OTHERS i 3/4" MIN. EDGE . DISTANCE 1 3/4" MIN. SEPARATION TYP. MIN. EDGE DIST(ANCE 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 9 CONCRETE/MASONRY - JAMB 3TRACK INTERIOR EXTERIOR LLL HORIZONTAL SECTION 9 INTERLOCK 1/4" MAX. SHIM SO WOOD SCREW INSTALLATION ANCHOR 1/2" MIN. EMBEDMENT 2X WOOD FRAME BY OTHERS 1 3/4" MIN. ul A SEPARATION TYP. 3/4" MI . EDGE 0* DISTANCE EXTERIOR SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS EXTERIOR FINISH BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 9 ZX WOOD FRAME -JAMB 3TRACK INTERIOR EXTERIOR HORIZONTAL SECTION 9 BUTT STILE PLY GEMWINDOWS 433 N. MAIN ST., PO BOX 559, ROCK`/ MOUNT, VA 24151 PH: 540-484-6348 FX: 540-484-6683 m V) Ziko e Ooo Z 0 v dm toLU a Q V w z j z m w mmHQmv ixLu Q P S QLU Z) Q a m LU m w m w 0 Lo H z H H w " 1n o LL- y 'a L w ci [0 m J Q Zv7..2 cQ.1Z o u DWG #: PGW064 SHEET: 9 OF10 INTERIOR EXTERIOR N HORIZONTAL SECTION qw BUTT STILE W/ SCREEN ADAPTER a a EXTERIOR p HORIZONTAL SECTION INTERLOCK W/ SCREEN INTERLOCK INTERIOR EXTERIOR HORIZONTAL SECTION SCREEN BUTT STILE e PLy GEMWINDOWS 433 N. MAIN 5T, PO BOX 559, ROCKY MOUNT. VA 24151 PH: 540-484-6349 FX: 540-484-6683 0 M oo zoo O H Om p W a Q 2 w Z l4 m w m U) O m H Q m v W Z H mWJ O J x a ¢ a H m w m d wHQ yob I- ° m h Q o Z Z v Z o v U 0 DWG #: PGW064 SHEET: 10 OF10 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 2 FOR U-BAR INSTALLATION SEE U-BAR NOTE ON SHEET 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 13 GA FLAG ANGLE OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS. 16 GA MIN HORIZ A TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16x1-5/8' SHEET 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWSOSTIKA1/8' BEAD OF B1100 OR EQUIVALENT UNDER THE (MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WATH A MINIMUM OF SHOWN) 10) tfBx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION ( WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON 'IRIS DRAWING. TRACK 20 GA END CAP 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 WIND-BORNE 5 LA DEBRIS REGIONS. GLAZED SECTION AT SECTIONREQUIRES18GAJ-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET SHEET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL ( 1) 1/4-14x7/8' SELF DRIWNG CRIMPTITE SCREW TO 1/4-2Ox9/16" TRACK ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT C GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SHEET SECTION ( WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL. TYP 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 DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENE D-j ATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACKETS IQ SHEET 2), 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELDULE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. OUANITY, LOCATION, INSTALLERSHALLFIELDINSTALL (1) 1/4-14x7/8" SELF AND TIFF DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE 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 NOTE 5). SLIDE LOCK SHOWN FOR S. KEY LOCK, SLIDE 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 RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE, 9, LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #Bx1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCALES, PE 3121 FAIRGAIE DR. CARROLLTON, Tx 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINOLOAD CONSTRUCTION DETAILS. SHEET i 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( 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'. 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. MRD 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. J MODIFIED NOTE 8 TO 71 STATE THAT LOUVERS 1ARENOTIMPACTRESISTANT. jGRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/05 i P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH l% TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 JAMB BRACKET SCHEDULE DOOR HEIGHT N0. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TIFF LOCA ON D C NTERUN JAM BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2") 7'- 0' 4 6 QI JB). 13 QI , 25-1 2 JB , 34 (JB), 45-1 4 (QQ, 63" (JB) 7'- 0' 4 5 FAT JB), 10" (JB), 21-3/4" (JB), 29-3/4' (JB), 42' (JB), 63-1/4" (JB) 5 8 01 JB , 13" QI , 23' JB , 34" JB), 47-14" (01). 58" (JB), 67" (01), 75' JB W-0" 5 8 FAT JEI, 10' (JIB), 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: JB) 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 0 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) MOTH 16'- 0" ALL 207.2/-230.4 14'-0" ALL 181.3/-201.6 12'-0" ALL 155.4/-172.8 ALL 129. 5 -144.0 Wayne® Balton ISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH: 16'-0" 1 DATE NAME TEST (PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 1 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF, 2 DRAWING PART N0. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP FIXTURE ATTACHED TO PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE WITH THE (8) PRE —PUNCHED TOP FIXTURE PRE —PUNCHED HOLES -- HOLES EACH END FACING UPWARD IN BOTTOM OF U—BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7/8" CRIMPTIE SCREWS SELF DRILLING CRIMPTITE SCR WS FOR STANDARD TRACK AND (3) 1/4-14x7/8" SELF DRILLING D CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE —PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO 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 ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-140/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U—BAR NOTE" DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD STALL SCREWSCRW E ENDSSBOF THE D° - ROLLER PATH BARS 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALUNG ROLLER SLIDES AND TOP FIXTURE ON 114E U—BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 1B GA HINGE ATTACHED PLACE U—BAR OVER WITH (6) 1/4-20x5/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF SCREWSS THRU WHICH ARE FACTORY CRMP(TITEI ATTACHED, 3 OF WHICH PRE —PUNCHED HOLES AT EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (i THRU FLANGE WHICH IS FIELD INSTALLED TOP LEAF, AND 1 OF U—BAR AND BOTTOM THRU PRE —PUNCHED HOLE HINGE LEAF AND 1 THRU IN U—BAR) WEB OF U—BAR AND INTEGRAL RIB OF SECTION) DETAIL C 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH - o 3) 1/4-14x5/8' 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 DRILUNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-140/8" SELF BOTTOM BRACKET MUST BE DRIWNG 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) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. Bx3/4' MIN STAINLESS SCREWS WITH STAINLESS - BACKED RUBBER WASHERS 3-1/2 O.C. MAX 1/8" BEAD GE SG4000ACSI 1 SG4000AC ,' I STRUCTURAL SEALANTORI JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 58308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. FACER STEED 1 NON— STRUCTURAL DECORATIVE INNER WINDOW TRIM DETAIL E USED ONLY ON IMPACT GLAZED SECTION — 11 GA REINFORCEMENT , BRACKET ATTACHED WITH ( 4) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U—BAR) ' DETAIL G 1) 1/4-140/8' SELF DRIWNG 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 ATTACH BOTTOM BRACKET _ TO BOTTOM U-BAR WITH (2) o 1/ 4-14x7/8' SELF DRIWNG CRIMPTITE SCREWS 1 IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3 18 GA, 60 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 — DETAIL F U— BAR ATTACHMENT NOTES 1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES NTH (2) 1/4-14x5/8" CRIMPTTTE 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 BE EN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0", THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U— BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM SECTION NON— STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2, WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1 / 4" POLYCARBONATE SUDES 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" CRIMPTiTF SCREWS. 3. 18 GA U—BARS SHALL BE STAMPED "46" APPROXIMATELY 8" FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Sc Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DR Dalton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21 CF DIVISION OF OVERHEAD DOOR CORP MODELS 5120/6100/9100 3395 ISON VE PENSACOLA, DFLORIDA132514 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U— BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED OLIVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/O6 P5 ADDED SUPERIMPOSED DE51GN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR MOTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. - CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT iMBER TO TITLE BLOCK. ANGED LOUVER NOTE. REASED MAX HEIGHT 8'- 9". ADDED HIGH T AND ROOF PITCH ACK NOTE. T 7/22/08 UPDATED TITLE BLOCK T 8/26/10 0 ADDED LONG PANEL AZING OPTION T 3/15/11 N. T.S. SIZE: A DATE NAME I 1 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART. NO. REV. 318960 P10 14" MAX 12" 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 31Z1 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/FZ203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOL WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS - 11 GA MIN CLIP SEE SCHEDULE- RSW 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 MAX DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF Bayne® Dalton 3395 ADDISON TRACK SUPPLEMENT CHART DRIVE PEN ( 850) A47FLRIDA 4 o989D 32514 REVISIONS 2 INCH CK-CUPS-TEXAS L ANGLE 12 FOOT ATED 6 /11 /03 UPDATED FORMAT. 2EASED ALLOWABLE SSURES TO 1.00/-52.00 PSF FOR DOOR WIDTHS. NGED 'TEXAS WALL LE TO "CONTINUOUS 1-ANGLE". ADDED 15TRATE MOUNTING AIL. CHANGED TO N HD ANCHORS 4/2/07 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GIRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #B CUP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 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. GRT 12/11/Oa P10 UPDATED TITLE BLOCK GIRT 6/2/10 DATE NAME DRAWN 8/21/07 GIRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" f1" EDGE DIST E60XX MIN. 11 88 22 244 MIN 3/16" THICK STEEL FOR MOUNTING x 1-5/8" WALL ANGLE LAG LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLIP SPF (G=0.42) OR - _ BETTER AT EACH 1/4-2Ox9/16" 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,. I WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING a • e. ea •44 ee ° CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, T% 75007 FL PE 51737 T% PE 55306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR CLIP S FROM BOTTOM TO TOP SLICPLATEE # 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 16 10'-0" 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 8024 8100 8124 8500 2" THICK DOOR HEIGHT 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, 6, 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 DO HTHEIGPLATECLIPSFROMBOTTOMTOTOPSPLICE 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'-O" 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 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 T800 1" THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP PPLICELATE # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 TRACK SUPPLEMENT Wagner Dalt® 3395 ADDISON DRIVE CHART PENSACOLA, FLORIDA 32514 850) 474-989D REVISIONS P2 2 INCH TRACK -CUPS -TEXAS WALL ANGLE 12 FOOT UPDATED Bpi 6/11/03 _ P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS GRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9600 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. CRT 8/21/07 PS UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #B CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 1D/24/07 PB UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 ADDED MODEL B700. UPDATED TITLE BLOCK CRT 6/2/10 DRAWN SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 A Division of Overhead Door Corporation 5 troll, 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 11E3 JAMB(LB/FT) 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 1 9 7 6 800 1 9 7 6 No. 51737 STATE OF ; 41 i O '•., OR1 P Q N 4 AIL 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 1611/2 = 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' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308IF2203 Revision PI 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)NIE a 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 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a yz 1 No.51737 0 STATE OF ; Iy ssNA; IIIII 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 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. 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)N13 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 o? ENae No. 0737rr 0 STATE OF 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 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/F2203 Revision P16 SCHEDULE4 318" 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 1 2000 PSI GROUT FILLEDCMUNOTE2 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 i No. 51737 0 STATE OF 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 2-3/411. 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. 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 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/F NOTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLEDCMUNOTE2 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 1 17 17 8 No. 51737 0 STATE OF ' 4: Ilili 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. 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 56308/1`2203 Revision P16 agne Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 p';acNaArFSNo. 51737 0 1. STATE OF w Z LORp1!%'' S?N S/ ON^L `\ MINIMUM 2x6 )y3 SOUTHERN PINE LUMBER. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES. PE 312i FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS, 1 6" MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX HEADER LOCK L2- 3/4" J 2) 3/B" 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". DDETAII 1 MINIMUM 25D0 PSI CONCRETE NOTE; MAXIMUM DESIGN LOAD CAPACITY OF 20B5 LBS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2x6 #3 (L HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 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 DETAIL 7 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. REVISIONS MINIMUM 2x6 #3 rq HEADER LOCK SOUTHERN PINE + BRACKET LUMBER.- I 1_ 7/2" J ` 1-1/2" J 4) 3/8" DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32" INTO THE MAIN SUPPORT MEMBER. D TF AIA WOOD SUPPORT STRUCTURE NOTE: MAXIMUM DESIGN LOAD F DATE CAPACITY OF 2430 LBS. DRAWN 1 5 24 07 SHEET 1 OF 2 CHECKED JAMB CONNECTION SUPPLEMENT DRAWING PART NO. 324620 REV. P16 Tv agno® Balton 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 3/8" SIMPSON T1TEN HD, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT No. 51737 0 STATE OF ; f A 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, T% 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF ViNDLOAD CONSTRUCTION DETAILS. 2 3/4" EDGE I MIN 2 x 4 SPF (G=0.42) OR BETTER WALL STUD N= 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 INTERIOR SHEATHING 5/15- LAC SCREW WITH 1-9/32" EMBED IN CENTER STUD (f 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 4 0 LBS PER LAG FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS DA DRAWING PART NO. I REV. 3246: P16 AZEc,q Sf ri 1 B U 1t U ® Qll S5 Today's Ideas — Tomorrow's Results July 2, 2015 LOTT'S CONCRETE PRODUCTS — PRECAST LINTEL INSTALLATION INSTRUCTIONS Preparation 1. Remove any laitance, loose aggregate, and anything that could prevent mortar from bonding with the precast lintel. 2. Remove any loose material from the grout spaces that is deleterious to masonry grout. Erection 1. Erect precast lintels with a nominal 4in bearing for filled lintels and a nominal 6.5in bearing for unfilled lintels. 2. It is recommended that shoring be supplied at mid span for all lintels greater than 14ft in length. All shoring is the responsibility of the general contractor. 3. Construct all concrete masonry above the precast lintel in accordance with ACI 530. Reinforcement Placement 1. Place reinforcement in the bottom of the "U" of the precast lintel as indicated on the construction documents. 2. Place reinforcement within the top of the precast lintel (if no concrete masonry above the lintel) as indicated on the construction documents. Provide minimum concrete coverage in accordance with ACI 315 and secure reinforcement to prevent movement during the grouting process. 3. Place all reinforcement within concrete masonry in accordance with ACI 530 and the construction documents. Grout Placement 1. Place concrete masonry grout in accordance with ACI 530. Florida Engineering Solutions, Inc. — CA No. 26300 — (Mail): PO Box 1238 (Physical): 12620 Curley St. —Ste 105 San Antonio, FL 33576 — Ph: 352 1588 — 5311 Fx: 352 / 588 — 5411 Web: www.florida-en.gineer.com UNDEe1-P-/ /,1z:" 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 IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04/27/2015. 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. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. CYID TRINI-rfl ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 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: Enti 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 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. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles 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, U.C. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 F".10 J TRINITYIERD 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 Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 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 I40530.02.12-112 Certificate of Authorization #9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 S N I yJG L S EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478TRINITY PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R10 Malvern, PA 19355 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. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016. This does not serve as an electronically signed document Signed, sealed hardoopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity 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. TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and Sth 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 Propert Standard Year 1507. 2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507. 2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507. 2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL ( TST 1740) ASTM D3161 94NK9632 05/15/1998 UL ( TST 1740) ASTM D3161 99NK26506 11/23/1999 UL ( TST 1740) ASTM D3161 03CA12702 05/27/2003 UL ( TST 1740) ASTM D3161 03CA12702 06/16/2003 UL ( TST 1740) ASTM D3161 03NK29847 10/03/2003 UL ( TST 1740) ASTM D3161 04CA11329 05/24/2004 UL ( TST 1740) ASTM D3161 04CA32986 12/03/2004 UL ( TST 1740) ASTM D3161 05NK07049 04/15/2005 UL ( TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL ( TST 1740) ASTM D3161 05CA16778 05/12/2005 UL ( TST 1740) ASTM D3161 05NK14836 05/22/2005 UL ( TST 1740) ASTM D3161 05NK22800 06/22/2005 UL ( TST 1740) ASTM D3462 R684 09/21/2005 UL ( TST 1740) ASTM D7158 05NK08037 06/28/2006 UL ( TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL ( TST 1740) ASTM D3462 10CA41303 10/07/2010 UL ( TST 1740) ASTM D3161 10CA41303 10/08/2010 UL ( TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL ( TST 1740) ASTM D3161 & D3462 IOCA44960 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 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (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 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 I TRINITY ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'', XTT"" 25, XTT"' 30 and XT'"° 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmont'", Carriage House Shanglea, 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 TLI 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 TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory 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 Vasd = 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 PL® 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, LLC. Evaluation Report 3532.09.05-1111 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 o jTRINITYI ERD 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 CT20"', XT` 25, XT'" 30, XTr"' 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" Use four nails and six spots of asphalt roofing cement* for every full F —(305 mm) (305 mm)-- (305 mm) shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D4586 V (25 mm) — Sealantlant — 1" (25 mm) { Type H is suggested. 5 5/a" (145 mm) 1 T 6.4.1 6.4.1.1 METRIC r._ 131/8" 131/B" 131A" 1' (25 mm) Sealantlant 1" (25 mm) ( Figure 11:3: Use four natlsfor eery full sbtngle I• Rooting Cement Apply 1" (25 mm) spots of asphalt roofing cement under each tab corner. Figure 11-4• Usefow nails and six spots ofasphalto menton steep slopes CAUTION. Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20—, XT'"° 25, XTI- 30, XTr" 301R: Cut Shingles 25 mm) I I+ I 2" (50 mm) Remove r i MS_hc.;e 11 If _ _i 12" Cap 305mm) Shingle 1 Figure 11-24. at tabs, then trim back to make cap sbingles Bnglisb dimensions sbourrr). 12'(305mW- v ego 125 mm) admano 55i mml s ° odQ`vl Figure 11-25.' Installation of caps along the baps and ridges. For ASTM D3161, Class F performance use BASF "Sonolastic® N131TM" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Certificate of Authorization 119503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.0S-Rll FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 LOW AND STANDARD SLOPE Use SIX nails for every full shingle located as shown below. Nail Line Nail Nail Line 1' (25 mm) 1' (25 lion) — Figure 2: Use six nails for every full shingle. STEEP SLOPE Use SIX nails and FOUR spots of asphalt roofing cement for every full shingle as sliown below. Apply asphalt roofiog cement 1"(25 mm) from edge of shingle. Asphalt roofing cement meeting ASTM D 4586 Type H is suggested. Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest'" IR 1'(25 mm) 1'(25 mm)— Figure 3: Use six nails and four spots of asphalt roofing cement on steep slopes. Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line %to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. 12' I _ 0gs ) I(3p5mm) Hand -sealing adhesive 4" 114" — 314" 1" Dab of asphalt cement between 1" shingle layers Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorizotion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 TRINITY I ERD 6.6 BELMONTTM: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle- Apply asphalt roofing cement 1" (25mm) from edge of shingle- 1, 2-t m) t See below. Asphalt roofing cement meeting ASTN1 D4586 Type II is suggested_ i—•- -—,' (25mm) 1' (25 mm)]"- 518'i16 men) LirardLi men 1 o Additianal rails U required_ 5!8' (76 ncn} 0,4 LROW, 11i 1' (25 rur) Roofing Cement 6.6.1 Hip & Ridge for Belmont": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crestr", Cedar Crestm IR hip and ridge shingles. 6.6.1.2 Option 2: Shanglem Ridge Figure 17-18. Sbanglee Ridge. 18, Exposure Remove tape from the right side and fasten1T8• SECONDjFastenthe1 left side 8518 ! RIGHT FIRST LEFT Figure 17-19: Installation of sbmzgle0 Ridge sbingles on bips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NPiT" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 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 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE": LOW AND STFFP SLOPF STANDARD SLOPE Use five nails for every full Shangle. 1" 1" 1—(25 mm) (25 min) P5"- - - —f 5/81,85B" 16 mm) (220i220A Figure 17-4 Use fate nails for eiM fidl Grand Alanor Sbangie, Carriage house Shangle, or Centennial Slate. l TRINITY 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 V (25 mm) from edge of shingle Figure 17-5). Asphalt roofing cement meeting ASTM D45861}1)e H is suggested. 11100100,00m, umm 76 mm I tau mini V. ZSmm)t ` Roaring Cement Figure 175: Wben installing Grand Manor Sbangles on steep slopes, use seven nails and three spots ofaspbalt roofing cement. Hp & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARKT", LANDMARK TM IR, LANDMARK TM PRO, LANDMARK TM PREMIUM, LANDMARKTM TL, LANDMARK TM SOLARIs, LANDMARK TM SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRI( DIMENSIONS 12" 14314" 12" 305 mm)---(375 mm)--]—(305 mm)--{ I 1" (25 min) Release Tape 1" (25 min) I f 11/ 2" NailableT- Area LANDMARK TL NorthGate: 13t/ 2" 13" 131/2" 1 —( 343 mm)— -(330 mm)——(343 mm)—{ 1" ( 25 mm) 1" (25 mm) +I Figure 13•4. L'sefour nailsfor ereo-fitll sbingle WIDE NAILNG 12, 1434' 12' AREA Imo- (385 mm) (375 mm) — (305 min) Nailrg Unit Upper r,, nite 1'( 25mm) Lower naNire r( 25mm)— Neing areas for low and standard *Paz (from 212 M 21 12) Nai between upper S bwer Tres as shown above. Exterior Research and Design, I.I.C. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 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 full laminated shingle. See below. Asphalt roofing cement should meet Asum D4586 T),pe 11. Apply 1" spots of asphalt roofing cement unde each corner and at about 12" to 13" in from each edge. METRIC DIMENSIONS 12"— 305 mm) 1"(25 mm) Nail Area For steep 1"_.1If. 25 mm) I---- 143/4" 12 375 mm) (305 mm) laaea Tana 1 PRIQ»1 ME LANDMARK TL NorthGate: STEEP 12" 14-314" SLOPE I-,—(305 mm)--— 375 m NANailin gq K1 ,-1'(25 mm) beC e n r13112" 13" 131f" 343 mm) (330 mm) (343 mm) r+ 1"(25 mm) 1 "(25 mm)-I F11iIaI> il Figure 13- 5: Use sir nails andfour spots of aspbalt roofing cement on steep slopes. 12' 305 IT 1"(25 mm: Nailing areas for steep slopes (greater than 21:12) and "Ston" alling" Nail between lower 2 nal lines as shown above. 6.8. 1 Hip & Ridgg for Landmark'" , Landmark`' IR Landmark'' Pro Landmark'" Premium, Landmark'" TL, Landmark'"" Solaris Landmark"" Solaris IR, NorthGate: 6.8. 1.1 Option 1: Shadow Ridge'"' or NothGate Accessory 12" 97/ 5' 305mm) (250mm) 415/16° 415/16 6° 6" ( 150mm) (150mm) 125mm) (125mm) Notch for Notch for Centering Centering 12° 131/ 4" 305mm) Notches for Alignment to (337mm) Notchesfo— ignmerdt 75/8" the Top Edge of the Previous 7 the Top Edge of the Previous (196mm) Cap for s'(125mm)Exposure (180M80 m) Capfor55B"( Wrrun) Exposure English Dimension Metric Dimension Shadow Ridge"" Shadow Ridge"" 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 8 of 12 r)o TRINITY I ERD 9 271TZ za0 rim) 41W15' (125 mrr) Centering Notch 13 1/8" 4(= mm}--: 6 5/8" I4-6 5/8' 1(168mm) I 168 mm 13114' f,337 mmj Align these p { Wchestolo 75 3. odge 01 19. n1m) I}reylou5 Wuts,, f Centering 13t14' 1 337 min) Align these notches t0 t0 7 5/8' edge of P ( 19I mm) previous course. NorthGate Ridge NorthGate Accessory 305mn') Laying Notch I I II I 5' (125rnrn) rVosre I Figure 13-20: Use AVdng notches to center shingles on Ines and ridges, and to locate the correct exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastica N131 " adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Cresfm, Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 Q-TRINITYIERD 6.9 I PRESIDENTIAL SHAKET""'PRESIDENTIAL SHAKET"' IR, PRESIDENTIAL SHAKE TUm, PRESIDENTIAL SOLARIS"m: LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing 40' --+ Guide Lines (1016 mm) 51/4' I — 133 ram) • . . • 14 1/4" TTM) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6.• FasteningFresidential andFresidential TL Shake sbingles on lriru 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 1n between the nailing guide lines, apply 4 nails 1' above tab cutouts making certain tabs of overlying shingle cover nails 1 T 1' diameter asphalt roofing cement t Figure 16-7.- Fastening les&ntial and Presidential T/L Shake shin& on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake'" Presidential Shake" IR Presidential Shake TL'', Presidential Solarisl: 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 97/8' x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "SonolasticO NP1TM " 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 CrestT'", Cedar Crest'"" IR hip and ridge shingles. 6.10 I HATTERASTM: LOW, STANDARD AND STEEP SLOPE: Figitre 15.3. Fasteningliallerns Sbingles on Low and Standard Slopes For low and standard slopes, use fine nails for each fail Hatteras shingle as shown above. 1" 1" 125 ram) _ — _ _ —5 ram): mm) Figure I3-1. FaAening Ilanems.0hVes on Sleep.Vopet For steep slopes, use fire nails and eight spas of asphah roofing cement for each full usueras shingle as shored aboee. Apptq I- 25mm) diameter spots of roofing cement (ASTM D 4556 ilpe II suggested) under each tab comer. Press sbingle Into place: do not expose cement. CAUTION: Too much roofing cement can cause sbingles to blister. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for HatterasTM: 6.10.1.1 Option 1: Accessory for Hatteras Figure I5-14:18 three-piece units separate to make 54 Hatteras Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 01 230 Mini) I I I I I I 460mm) Cap Cap Cap Cap Shingle Shingle Shingle Shingle Figure 15-2o. cutHatteras sbingk to make cotter cap. i TRINITY I ERD Fas e 8 18 " (460 mm)—" O go 203 rnm)I _ _ — ::\ Sa `25mc> Figure 15-21: Installation of caps along hips and ridges. 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPiTI" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE T"', HIGHLAND SLATE TM IR: LOW AND STANDARD SLOPE: STEEP SLOPE Use FIVE nails and EIGHT spots of aspbalt roofing cement* for each full Highland Slate shingle. For Miami -Dade, SIX nails are required. Apply I' diameter spots of asphalt roofing cement under each tab corner. Asphalt roofing cement meeting ASTM D45861gpe II is suggested. Miami-Dode.fequtres sD( nals (I"o nails 1' {15 min) insured over Hofer adoul as storm} V—a aede r gwec SIX.d fennas inda8ed mrareer Ma lssalaun} Figure 113. Use Fig naffs foremy ftblund Slate shingle. Figure 113d Use Hff nails and eigbt spots of aspbaft roofing cenrart under each tab corner. CAUTION: Excessive use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slater Highland Slatelm IR: Refer to instructions herein for Cedar Crest", Cedar Crest'" IR or Shangle RidgeTm hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 7 TRINITY l ERD 6.12 PATRIOT TM: LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for every full shingle located as shoivn below. Use FOUR nails and four spots of asphalt roofing cement for every full shingle as shoum below. Asphalt roofing cement meeting ASTif D4596 Type Il is suggested. Apply 1'(25 mm) spots of asphalt roofing sealant cement as shown. f _ _ _ _ _ _ J CAUTION: Excessive use of roofing cement can cause shingles to blister. 6116 1`(25min) fi 1 1'(25nn} 156 min) 333mR) l i i l 1'— 67 rm}r+ 155mm) Hoolinp Lemenl^ 38mm) (minas) 1 sirn) 6.12.1 Hip & Ridge for Patriot—: Refer to instructions herein for Cedar Crest—, Cedar Crest' IR, Shadow RidgeT"" NorthGate or Shangle RidgeT" 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, LLC. Evaluation Report 3532.09.05-1111 Certrfcate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 5.F'-I I" TECHNICAL SERVICES, LLC Certificate of Authorization, No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) 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 (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-W3-02-01 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 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-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 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. CREEKALUMINUM COILS, IN soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 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 inz/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16' FULL VENT 16- CEWER VENT 16- SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ppanels provided in 12- inchsections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4,2 in2llin.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 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. s:. 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. pRi, 2015.08.27 07.05.00No74021 _ . r Yr/4Mb u.YRnMM - 0 4 00' P STATE OF 41J 0'•'••• O R NZachary R. Priest, P.E. Florida Registration No. 74021 1S" 0NAk- Organization No. ANE9641 1111111111 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) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The.following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to 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 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit— 16-inch o.c. Fastener Fastener Lo V ion Location 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 Location 11- Fastener Fastener Location 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 1-2-inch Overhang with F-Channel 12J-# A pprowed Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhan 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 12F-1 16-Inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-Inch 0.072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 24-Inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min 314-inch x 114-inch One (1) min, 1 3/4-inch long xeiZF-2 16-inch Wood crown staples in diamond pattern Wood spacedcrownstaple 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2spaced24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 114-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 0.072-inch dia, x min. 1/4-inch 48 16-Inch spaced 8-inch o.c. ainch pandsecuringeachpanellap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREED 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 psi) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap 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 1/4-inch crown staple 0.072-inch dia. x min. 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 psi) 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) 1.4 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 353.312-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 3/84nch One (1) min. 1 3/4-inch long x 0 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 072 3116-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max, Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-Inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-Inch o.c. ALC1.5001 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- 143.316-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 nail 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 psq Substrate J-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern Wood 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 16-Inch spaced 24-inch o.c.. crown staple spaced 8-Inch o.c. min. 1/4-Inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 psi Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three - No.2 SYP anchored to staples spaced 12-inch o.c, securing One (1) 18 ga. 1l4- One (1) min. 1.75-inch x 24F-1 Max, 12-inch Wood o n 11-Incinchcrownx1-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 diamond pattern 1) min. 2.25- Inch x 7d ring One (1) min. 1.75-inch leg staples spaced 8- inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/15-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 24F-2 Max. 12-inch Wood inch x 11 ga. smooth shank anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 9 80/ roofing nails acedgp 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- inch o.c. 3/16-Inch head spaced 76.6 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. 3116-inch head spaced 4-inch o.c.. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced Max. One 1 14 a. 5/8- 9 No.2 SYP anchored to 12-inch o.c. securing each panel lap p One (1)18 ga. 1/4- One (1) min. 1.75-Inch x Inch diameter 24F-3 12-inch Masonry h linchlong T nail rafter with one Wood inch crown x 1-inch leg staples spaced 8- spaced finishing finishing nail with min. 80/ 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 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 5of7 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 Psi) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment 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 Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples In min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern IncInch 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 3/16-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 16-Inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. p 1) 7d X 2:25- One (1) min. 1.75-inch inch o.c. and securing 3l16-inch 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. 3116-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 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. M.. 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 psi) 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.1/4-inch Nominal 1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 q a.1/4-inch crown straight -nailed throughgg the rafter into the end staples spaced 12-Inch o.c. securing One 1 18 a. Y.- q One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch X 0.072-inch diameter finishing nail with min. 6012-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. leg staples spaced 3/16-inch head spacedinchx7dringpatternspaced16- ring shank nails toe- nailed on either side of diameterx0.072-inch diameter 8-inch o.c. 12-Inch o.c. shank nail inch o.c. the batten at each flnishing nail with min. 24-inch o.c. battten aater 3/16-inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-Inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1/4-inch Nominal 1x2 ring shank nail crown x 1-Inch leg No.2. SYP anchored to Three 3 18O ga.1/4-inch crown straight -nailed through the rafter Into the end staples acedpp 12-inch o.c. securing One (1)18 ga. /.- inch crown x 1-inch One (1) min. 1.75-inch 24J-2 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.072-Inch diameter finishing nail with min. 53.316-inch 1 min. 2.25- inch x 7d ringg staples in diamondp astern spaced 16- p p min. 2.25-inch x 7d ring shank nails toe- One (1) min. 1.75-Inch 8-Inch o.c, and securing each. pangp 3/16=inch head spacedp shank Hall Inch o.c. nailed at 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/rafter 3116-inch head spaced intersection.. 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%1' engagement(for wood substrate) or min.. 0-097" d.ia. T-nail or stub nail with min. 5/8" engagement(.f.or concrete or block.substra.te), spaced as noted. above, FASCIA .SLIP BOARD FASCIA TRIM 12f-1 & I I \— SOFFITIII \—"F"CHANNELOVERHANG WIDTH VARIES) 12F-3 Wood, concrete or,Block'Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA :DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 nK'TWM ` SOFFIT STAPLEOPENRAFTER 3/4" X 1/4" DIAMOND PATTERN CROWN STAPLES ; I ! QETAI L USING A DIAMOND Fan' KY! sThmzs PATTERN FACIA BOARD / FASCIA CAP 12 F-2 3/4- X 1/4- CROWN 1JTRIM NAILFACIA BOARD 1-3/4- TRIM NAIL -B" ON CENTER P' F" CHANNEL CAW BE PAINTED S.S. 4a" INSTALLED WITH THE O C CIA CAP NMUNG FLANGE UP OR 3/4" X 1/4" DOWNCROWN STAPLE SOFFIT_ max. 12-inch span SWUBSTRATE S SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty,. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC System No. [ Installation Detail 12J-1 OPEN RAFTER 3/4" X 1/4" CROWN STAPLE "24" C.N CENTER USING A DIAMOND PATTERN L—•J-CHANNEL 1-3/4" TRIM. NAI screwed to soffit PAINTED S.S. 48" wione(1) iI8 x 1/ 2"th x 1/8" head O.C. diameter screw', 1' 6" o.c. WOOD OR BLOCK SUBSTRATE SOFFIT - max. 1-2-inch span ALUMINUM COILS, INC Soffits Appendix B W i KrWMN , SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD , ,,,. „ f DETAIL STM. ES / AACIA CAP 3/ 4" X 1/4" CROWN 1- 3/4" TRIM NAIL STAPLE "B" ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/ 4" X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation. report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11- TRIM NAIL FASCIA BOARD PAINTED $.5. FASCIA CAP SOfFIi 1"x2` CROWN STAPLEOPENRAFTER FASCIA BOARD II OL 5/B` T•NAIt 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA F" CHANNEL DETAIL SOFFIT; MAX, 16" SPAN MASONRY SUBSTRATE ALC1.5001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL. SERVICES, LLC Appendix B System No. I Installation. Detail 16 F-3 Kin, 3/8" head dia. nail with min. 1?U" engagement(for wood substrate) or min. 0.097" dia. T-nail or .stub .nail with min:. 5/81, engagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, Concrete or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA. BOARD #T50 8" X 3/8" STAPLE 16" O.C. 1- I l Y I L V S. S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Yrmcrw ' `, SOFFIT STAPLEOPENRAFTER 3/4' X 1/4' i ; DIAMOND PATTERN DETAILCROWNSTAPLES USING, A DIAMOND _j 3/M'1E WMJ STArs / PATTERN FACIA BOARD / FASCIA CAP 16 F-4 3/4- X 1/4' CROWN FACW BOARD 8" 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4' TRIM NAIL) PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 487 INSTALLED WITH CIA CAPTHE NAILING FLANGE UP OR 0'C` 3/4"" XX 1/4" 1 DOWN CROWN STAPLE 5007— max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 6 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 1 J" TRIM NAIL FASCIA BOARD PAINTED 5,5. FASCIA CAP SOFFIT 1"x}" CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"x}' CROWN DIAMOND STAPLES SOFFIT & FASCIAUSINGA 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN --- DETAIL CAP, REFER TO SO J \ TO SOFFIT LFASCIA / g„ F" CHANNEL DETAIL SOFFIT; MAX. 16" SPAN WOOD SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout theduration 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 STAPLE 724" ON CENTER USING' A DIAMOND PATTERN 16J-1 WOOD OR BLOCK SUBSTRATE ALC15001 ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER 3/4, cw ` SOFFIT STAPLE 015T ; ;DIAMOND PATTERN FACIA BOARD cr+m+ I DETAIL FASCIA CAP j-—---3/4" X 1/4" CROWN 1_3 4 TRIM NAIL FACIA BOARD JT STAPLE "8' ON CENTER / 1-3/4" TRIM NAIL PAINTED S:S. PAINTED S.S. 48" O.C. —FASCIA CAP 3/4' X 1/4" SOFFIT —max. 16-inch spanCROWN STAPLE. FL12194- R3 SOFFIT & FASCIA DETAIL Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes' throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty., installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES,. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 } TRIM NAIL FASCIA BOARD PAINTED S.S. 1"x}" CROWN' STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO SOFFIT STAPLE i"x}` CROWN STAPLE DIAMOND PATTERN DETAIL 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S, SOFFIT & FASCIA 24F-1 & DETAIL 24F-4 1'xj" CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA \ DETAIL B" Nfters with SYP Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Radars witk one 7d Ring Shank Nail at every Ratter \ I WOOD SUBSTRATE / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S. 1A' SMOOTH SHANK ROOF NAILS FASCIA CAP SOFFIT 1"x}" CROWN STAPLE 1;" TRW NAIL PAINTED S.S. FASCIA BOARD7_-11" SOFFIT &FASCIA 24F-2 & DETAIL 24 F-5 CROWN)ITAPL17 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1-04 SYP F-CHANNEL Batten Anchored to SOFFIT; MAX, 24" Rafters with one 7d Ring Shank, Nail at every Raner WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTED S,S. 140A i" T-NAILS FASCIA CAP SOFFIT 1"rj" CROWN STAPLE 1;" TRIM NAIL FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL Nominal i'a2' SYP F-CHANNEL Batten Anchored to SOFFIT; MAX, 26" Rafters wilh ane 7d Ring Shank Nail at every Rafter MASONRY ALG15001 FL12194-R3 Page 11 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 1`x}^ CROWN PAINTED S. STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO SOFFIT STAPLE CANTILEVERED 1"x CROWN STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD 1 }" TRIM NAIL SOFFIT & FASCIA 24J-1 & PAINTED S.S. DETAIL 24J-2 1"x' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1" x 2" SYP battens J-CHANNEL scabbed between rafters and secured with one (1) 7d drag SOFFIT; MAX. 2P I 1II3/8• I shank hall stralght-nailed IthroughtheraferIntotheand WOOD SUBSTRATE of the batten orlwo(2) 7d ring shank nails toe -nailed on either side of the battern at the battenfraner Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. 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 followingprovisions: 1. Wind speeds for risk category I, 11, 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-fe 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 6M 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 of (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 otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C esig "16CWr66! rets Soffits; d 1 h0 McWfibt'SIT6 R Fig Z' V _5W bU W7 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 30w0 33.8 37.9 42.2 4 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46. 8 46. 8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9' 26.5 30.5 34.7 39.1 43.9 48.9 54.1 EnclosedNegative 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 20 w20.8 24A 28.3 32.5 37.0- 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 732.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 r28.3 32.5 37.0 41.7 1 -46.8 52.1 57.8 40 212.6 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 4 30 1 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26-4 29.4 32.5 50 12.5 14.7 17.0 19.5 25.1 28.1 31.3 34.7 EnclosedPositive 60 13.1 154 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 50. 0 30. 0 5 30 10.8 12.7 14.7 1.6.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 1 32.9 36.4 ALC15001 FL12194-;R3 Paqe 2 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes 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 Annendlix C Desl n Wlrid PressuresJ 6 6, Soffits Ex .osure Cx ti' uTildienig'yqxx 3,xr Bin 0ICW1h e.d; Jmh Y, p B5F. r ,iZon,ehFa r, !F ,r hMReoraorfiak e df1F20b a w"130 ¢140w 1 .nFa He1ht,' ft r: F ..,, .p fsN1,70 18.0 190 200 v.y . , t2021.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 4 30 23. 6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 Enclosed. 50 26. 2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Negative 60 27. 2 31.9 37.0 42.5 48..3 54.6 61.2 68.2 75.5 Loads) 20 26. 7 31.4 36:4 41.8 47.5 53.7 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 5 30 29. 1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50:6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 4 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 4445 Enclosed, 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Positive 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 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 5 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 1 42.0 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 1 26.3 1 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 1 27.2 1 31.0 35.0 39.2 43.7 48.4 ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi nIVllind, Pressures fo,;r, Soffits mEx o_ sure D, { M",T+; a ,iy .. n s ._ rk i8asic,xvind S eed m h'. T1°50 M60';` 170 + IHdlght. ft a 180 190' t 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.11 73.6 81.6 Enclosed 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37..7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.75 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 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 Enclosed 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50:6 56.1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 413 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 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 1 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 theduration 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 3/4" -1 1/8" HEM 1 5/B" T 3/4" 3/8" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout theduration 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/B" HEM 3/4 3/8" —[—, 6"FASCIA 7" BLANK ALC 15001 FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Sofflts Appendix D Page 2 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES,, LLC 16" 04 Soffit 25 TYP. 0.125 TYP. 16"' BLANK 3 / 8 PROFILE 2.625 REF. 50 TYP. 000aoo 00000 a00000 oa000 LOUVERS FORMED IN SAME DIREO ON AS RIBS) 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthe: duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. If CREEK TECHNICALZERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 1/8" 3/8'• 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TP. 25 TP. 0.125 TP. ALUMINUM COILS, INC Soffits Appendix D o 00000 000ao aa000aci 00000 000000 00000 N70F I O NFR PATTERN (FNI I F1 IOWERS FORMED IN SAME DIREOfION AS RIBS) END OF REPORT ACC15009 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other. product attributes that are not specifically addressed herein. 93, U25 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 DATE: December 29, 2017 BUILDING APPLICATION #: 17-10000947 BUILDING i?ERidIT NUMBER: 17-10000947 - - f / UNIT ADDRESS: CRAWLEY DOWN LP 3659 17-20-31-5VC O000 0580 / TRAFFIC ZONE:022 JURISDICTION:: SEC: TWP:_ RNG: SUF: PARCELS SUBDIVISION: TRACT: PLAT 'BOOK; PLAT BOOK 'PAGE: BLOCK: LOT: OWNER NAME ADDRESS' c APPLICANT NAME. NVR INC. DBA RYAN:HOMES ADDRESS: 4307 VINELAND RD H-20 ORIJUMO FL 32811 LAND USE: KENSINGTON RESERVE' TYPE USE WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES:: 3659 CRAWLEY DOWN LOOP/ KENSINGTON RESERVE LOT 58 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single Familyy Housing 705.00 1.000 dwl unit 705.00 ROADS-CCOLLECTORS N/A FIRE RESCUE Family Housing .00 1.000 dwl unit .00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54,00 SCHOOLS CO -WIDE ORD PARKS Family Housing 5,000,00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A . 00 0 DRAINAGE N/A 00 AMOUNT DUES 5,759.00 STATEMENT ' RECEIVED BY_v SIGNATURE -( PLEAS 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 1 2-FINANCE 4-LANDMANAGEMENT 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 3277:1; 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 DAPS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: J)" ' . ] 2 lu s i r \cjA Q n Documented Construction Value: $ 5, L-i / d- 00 Job Address:3-5)q 4N], ,[Z J)n I P Historic District: Yes No Parcel ED: Residential commercial Type of Work: Nex Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie _ _ Title: Phone: 407-323-7515 Fax: 407-323-8954 Email: info t a i-orlandoxo ` V Property Owner Information Name Phone: Street: _ _ Resident of property? : on - City, State Zip: Contractor Information Name Advantage Plumbing, Inc. _ _ Phone: _ 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 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: 51 Edition (2014) Florida Building Cod 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 ef%ct at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S. AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Dane Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID r y12/18 Signature Of Contractor/Agent rate A. Thomas Smith Print Cwtrw or/Agent's Name ` 1/12/18 Signs arc o ;,, otwy-State of Flo a Date Nlered4fi L MICke-SmAh NOTARY PUBLIC STATE OF FLORIDA Corms GG136889 Expires s12112021 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Rewired: Building Electrical Mechanical Plumbing Gas Roof Construction Type: _ Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: , # of Stories: New Construction: Electric - # of Amps. Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING:, _ _ UTILITIES: COMMENTS: WASTE WATER ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application x CITY OF SANFORD BUILDING & FIRE PREVENTION 3 `#; PERMIT APPLICATION Application No: 7- ,3 Documented Construction Value: $ - Job Add"ress•365q +'(' 'j Historic Di trict: Yes No Parcel ID: Residential Commercial Type of Work: Ne Addition Alteration Repair Demo Change of Use Move. Description of Work:. N1D;l .1) --m n lY, A C`A ra 1 t r--)A Plan Review Contact Person; Title: Ph -one: Fax.: Email: Property Owner Information } Name (1 Phone, - Street..: 07d Resident of property? City, State Zip: Contractor Information Name_ 1'Y PI Phone; A Street: ) Fax: rCity, State Zip:, C (},r'TQ r k State License No.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS' TO YOUR PROPERTY. A 'NOTICE OF COMMENCEMENT MUST BE RECORDED ,AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. 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 "pork will be performed to rneet standards of all laws regulating constructioninthis • jurisdiction. 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: 511 Edition (2014) Florida Building Code Rcvised: June 3.0, 20.15 Pcrmf Application J NOTICE: In addi,tioii,to,the. requirements . of, this permit, there may, be additional restrictions apfoundinthepulicreordsofthiscounty,, and there may 'additibnal.permit plicable,to this property that may be hianagemen! disbtrictsc, state - s required from-otber govemmehtalcliti ties such as water agencies,:or federal agencies. be Ac, peptance, of permit is Verification that I will notify the ownerl of the,property of therequjrementsof Flofida,Lkn Law, FS- 113, The City df,San.ford requires, payment of a plan review fee,, at thetime of permit submittal. A copy of , the= executed contract "is ,required in, ordertocalculateaplanrevie')&, charge and will be considered the estimated construction value'of the job at the time,.of submittal. The actualconstructionvalueTwillbefigured, based on =thc, 'current rrcnt ICCValuation Table, in effect at the time the,pernlit is issued, in accordance" withlocalordinance. Should calculated charges figured, off contract ,the ntracreditwill be applied to your permit fees when the , ,permit,is issued. ct exceed the actual construction value, OWNER'S AFFII)AVIT: I certify that, all of the foregoing information is accurate and that all work will be done` in compliance with all applicable laIws regulating construction and zoning. ignature ofOwner/ Agnt -D.te Ynnt Owner/ Agent's Name SijOa e6fNotary- StatelofF190da Date Owner/Agent`` i's Personally Known to Me. or Produced ID - Type offD_ r4natufe bf Contractor/Agent Date, Lax* P t C ntractor/Agefifs Narne signature of, Notaiy=State of lofida Date PAMELASTERNU"S Commission #,GG fl0622 Explre;°Aujust- 7,2021 yrlOF V Banded rmy, ow"I Contractor`/Agent is&Personally Known to Me or Produced ID Type of ID PerMits,R04uired: Building 0 Electrical,[] -Mechanical F1 PlumbffigEl Gas[] Roof E] Construction. Type: Occupancy'Ust-". Flood Zone: To,tal,, Sq Ft of Bldg: Miu. Occupancy Load: # of Stories: New Construction: Electric: - # of Amps Plumbing - # of fixtures Fire Sprinkler Permit: YesEl No D #of Heads Fire Alarm Permit: Yes, R No F1 APPROVALS-. ZONING: UTILITIES,-, WASTE WATER - ENGINEERING: FIRE: BUILDING: I Revised:. June 30, 201'5, Pcrmil-Appliclaltion CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT'APPLICATION Application No: 1 ! 33%c Documented Construction Value: $} Job Address: `! i. `QL_Q` C 6 Historic District: Yes [l Nog Parcel ID: ` Residentiato Commercial L l Type of Work: New AdditionEl Alteration Repair Demo Change of Use Move E1 Description of Plan Rev'i/e,,wContact Person: Phone: ` tU7 -'$ p Fax: Title:; Email: kv Qc Mali s rrv, Property Owner Information Name I % Phone: Street: Resident of property? City, State Zip: Y , ContractQt Information Name - Ph one%- 85 -300 Street: Fax: City, State ZiP : State License No.: C 3pW ArchitectlEngineer Information Name: __. _ __ _ ._ _ Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In°addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate be done in compliance with all applicab.le,laws regulating construction and will Signature of Owner/Agent Date Sig" rc 6rcontractor/Agent tc. Pri nt s Name P ' 't CcintractijilA ;ent's Name Signature of Notary -State of Florida Date Signature of No ry-State of Florida D to CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 4 07)1495-0753, F16vdaN0tars0pAce.cofq Owner/Agent is Personally Known to Me or Contractor/Agent is _Ae!f Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: I Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: _ UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING:. COMMENTS: Revised: June 30, 2015 Permit Application k ' STATEWIDE 1-888-831-266S Ryan Homes 4307 Vineland Road, Suite H-20 Orlando, FL 32811 State Cert CAC032448 HEATING AIR CONDITIONING Phone: 407-692-9828 Revised Date: 03/20/17 Page 1 of 4 JOB NAME: Standard Series - Revised We propose the necessary labor and material to install heating, air conditioning and ventilation for the above plan Design Criteria: R-38 - Vented Under Attic R-19 - Vented Knee Wall R-4.1 - Block Walls R-13 - Frame Wood, Adjacent R-13 - Frame Wood, Exterior Windows -Low E Double Pane - U-Value .54 - SHGC .31 ; U-Value .62 - SHGC .25 Water Heater - 50 Gallon Electric Eff: 0.95 Duct Leakage Test Required A1 1H1Ot1I S ST A R1<3,SrRIES 1' I'ONI ACXE.1GR i F,t1S` AMELIA TH (ISLAND PALM TOWNHOMES) 2.5 15.0 4 4,798.00 BISCAYNE BAY 3.0 / 1,.5 15.0 4 7,94500 BISCAYNE BAY OPT GUEST SUITE 3.5 / 1,.5 15.0 5 074.00 BISCAYNE BAY OPT STUDY 3.5 / 1.5 15.0 4 8,235.00 BISCAYNE TH (ISLAND PALM TOWNHOMES) 2.5 15.0 4 407.00 BONITA SPRINGS VERSION 2 3.5 15.0 3;1,196.00 BONITA SPRINGS VERSION 2 OPT BONUS 3.5 15.0 3 6,527.00 BONITA SPRINGS VERSION 2 OPT SITTING RM 3.5 15.0 3 4,W-.00 CORAL SPRINGS 3.0 15.0 3 4,545 h0 CYPRESS GARDEN 4.0 15.0 4 5,,541.00, DORAL 3.0 15.0 4 4,86.00 DORAL OPT BDRM 4 3.0 15.0 4 5,021.00 ESTERO BAY 2.0 / 15 15.0 4 7,183.00 ES7 >MR®BA Y' OT1 STF)BuDRM 2.5%2 5 i-S 0 , t 4M ESTERO BAY OPT BDRM 5 2.0 / 2.5 15.0 4 7,454.00 ESTERO BAY OPT HOME OFFICE 2.5/2.5 15.0 4 7,439.04) ESTERO BAY OPT STUDY 2.0 / 2.5 15.0 14 7,328.00 JASMINE COVE VERSION 1 2.5 15.0 2 4368.00 I ,_,;, C S:udur(, b°)_ :.'?71 007) e o r u I T r r T c February 12, 2018 City of Sanford — Building Permits 300 N. Park Ave. Sanford, FL 32771 ph: 407.688.5000 Kensington Reserve Lot 58 To Whom It May Concern: S & "'- ))0-2slo 1 4 : 'tm 4, Upon site inspection on the morning of February 12, 2018 at approximately 9:00am with overcast conditions and a temp of 72 degrees, the following areas were inspected and are considered structurally sound and meets the design specification as listed in the plans. Lintel bearing. Masonry in running bond with sufficient grout. Masonry knock out at downpour location. Downpour steel rebar and lap. Bond beam steel rebar and lap as well as min hooks from vertical steel rebar. Should you have any questions regarding this letter, do not hesitate to call me. Sincerely, - Ryan P. Howard, P.E. Florida Pr ofessi anal Engineer # 67403 1441 N. Ronald Reagan Blvd. • Longwood, FL 32750 • Phone: (407) 774-6078 • Fax: (407) 774-4078 AA0003325 www.abdesigngroup.com DESCRIPTION AS FURNISHED: Lot 58, KENSINGTON (DESERVE, as recorded in Plot Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. BOUNDARY FOR / CERTIFIED TO: Rizwon M. Loui; NVR Inc. dbo Ryan Homes; Stewart Title Guoronty Company; NVR Settlement Services, Inc.; NVRM REC. 1/: NO I. 3C4'-Y1 Cp_WtULtN 17o Qj Q LC'Cp P MOM LOT 57 REC. 1/2" I.R. NO I.D. PART OF LOT 36 PALM HAMMOCK ALLOTMENT P8. 1 PGS. 104-105 S 00018'41" E SET B.B.) S 00019' 09" E 1. R. 60.00' CRAWLEY DOWN LOOP 1 ti6 os`' 50' PRIVATE R/W REC, 1/2" I.R. NO I.D. M o ^ rn ^ LOT 59 00 3.5' AD f 73.20' ( P.C.) PROPOSED = FINSHED SPOT GRADE ELEVATIONS FRONT = 25' PER ORAINAGE PLANS PROPOSED DRAINAGE FLOW C GFO PLOT PLAN AREA CALCULATIONS IMPERVIOUS COVERAGE = 2,431.t SQUARE FEET OR 34.5% REAR = 20' SIDE = 5' FOR 40' LOTS LOT GRADING TYPE A LIOVINGONTAINSAREACONTAINS 1 66t SQUARE FEET SIDE = 10' FOR 75' LOTS PROPOSED FINISH FLOOR PER PLANS = 28.2' QQ CONC/LANAI/PORCH CONTAINS 665t SQUARE FEET SIDE STREET = 25' G ?(JS TNM TYETR-SG'OTT AASYS'OC. , INC. -LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL 32807 (407)-277-3232 FAX (407)-658-- 1436 p PLAT P.OL. POINT ON LINE NOTES: FIP. FIELDIRON PIPE TYP. v.R.C. TYPICALPOINTOF REVERS[ CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF LR. IRON ROD P.C.C. POINT OF CDHPOUND CURVATURE PROFESSIONAL SURVEYORS AND MWPERS IN CHAPTER 5J-77 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET LR. I/2' IR. v/BLB 4596 N.R. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER REST 1 REL'. F.O.R. RECOVERED POINT OF BEGINNING VP. CALC. WITNESS POINT CALCULATEDPERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. v.fi.C. POINT OF COMMENCEMENT CENTERLINE P,RHFF. FINISHED FLOOR ELEVATION g, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N6D NAIL 6 ISK BSA.. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/V RIGHT-OF-VAY BM. B,B. MARKBASEBEARBASEBEARING 7. BEART,rG5; ARE84:ED ASSUMED DA'HlM AND ON THE LINE SHOWN AS BASE BEARING (H.B.) ESMT, EASEMENT B. ECEVARJNS, !F SHOWN, ARE !'ASED ON NATIONAL GEODETIC VER77CAL DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN, UTIL. DRAINAGEUTILITY 9. ,CERTIFICATE OF -AUTHORIZATION A. 4596. CLFr-, CHAIN LINK FENCE 1D.FC. WDUD FENCE SCALE 1 • _ 20DRAWN BY., MLT C/ D P.C. CONCRETE DLOCK POTNT OF CURVATURE DATE ORDER ND. F. T. POINT OF TANGENCY CERTIFIED BY: DESC. DESCRIPTION PLOT PLAN 10-06-17 4199-17 i ARC DILENGTHFORM60ARD FOUNDATION/ELEVS. O 1-22-18 397-18 D DELTA CHORD FINAL/ELEVS, 04-23-18 2506"'16 C.S. CHORD REARING NORTH t THIS BUILDING/ PROPERTY DOES NOT LIE WITHIN --- - -P"-'='"-'-: --ti--"-"- T I GRUSENM ER, 'R.L. ' 1 4714 1HE' ESTABLISHED 100 YEAR FLOOD PLANE AS PER FfHM• " W. SCOTT, fR.L.S j 4801 ZONE "X" MAP 112117CO09OF (09-28-07)