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3718 Hanworth Lp 18-917; NEW SFHCOUNTY OF SEMINOLE I? - -I / IMPACT FEE STATEMENT STATEMENT NUMBER: 18100061 DATE: February 20, 2018 BUILDING APPLICATION #: 18-10000143 BUILDING PERMIT NUMBER: 18-10000143 UNIT ADDRESS: HANWORTH LOOP 3718 17-20-31-5VC-0000-0140 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: i` TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: NVR INC DBA RYAN HOMES ADDRESS: 4307 VINELAND ROAD SUITE H-20 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3718 HANWORTH LOOP / KENSINGTON RESERVE SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS 1.000 dwl unit 705.00 N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHQOLS 1.000 dwl unit 54.00 CO -WIDE ORD SSingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1)—(; s Project Name: Kensington Reserve Project Address: g7l I (, f l Q ttio, 1 l LQ Building Permit #: (tea 1 Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Lattanzi - Ryan Homes Print Namq,9f Owner/Ten Signature of er/Tenant Robert Lattanzi - Ryan Homes Print Nam o en. Co tra Signature of Gen. Contractor CBC 1257565 Gen. Contractor License # Scott L Easterbrook - Palmer Electric Print Name of El. Contractor ignature of El. Contractor EC0003096 El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: t CALLED INTO: Progress Energy o Florida Power and Light on Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: Name: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 NOTICE OF COMMENCEMENT Permit Number: 18-0917 Parcel ID Number: 17-20-31-5VC-0000-0140 GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER EK 9100 F'9 1343 (iP3s ) CLERK'S T 2018034518 RECORDED 03/29/2018 12:33:14 Pli RECORDING FEES $10.00 RECORDED PY hde'rorn The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot # 14 of Kensington Reserve 3718 Hanworth Loop 2. GENERAL DESCRIPTION OF IMPROVEMENT: 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 v 5. SURETY (If applicable, a copy of the payment bond Is attached): Name: NA 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 maybe 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 CERTIFIED COPY GRANT MAL©Y,,o—wm` 8. In addition, Owner designates of CLERK OF THE C. to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMMttMENT 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. Q,=!,Wj L—Ja jSignatu6Af Owner or Lasses. or Owner's or Lessee's Auth rized Officer/Director/Partner/Manager) Dayna Whitson Assistant Secretary Print Name and Provide Signatory's'lltte/Office) State of Florida County of Orange 7 The foregoing Instrument was acknowledged before me this 7D day of '"1411-1 20 18 by Dayna Whitson . Who Is personally known to me IX OR Name of person making statement who has produced identification type of identification produced: TRACY LEIGH MCDONALD MY COMMISSION # FF925012 ; a Notary Signature EXPIRES October 06.2019 or M1,; Li00/ 393 '5J FbridallopryServKe tort Job Address: 3718 Hanworth Loop Parcel ID: 17-20-31-5VC-0000-0140 Type of Work: New X Addition Ot8FESZ - CITY OF SANFORD BUILDING.8, FIRE PREVENTION PERMIT APPLICATION Application No: I g 9 /1 Documented Construction Value: S 73 iv l y:3.6° Historic District: Yes No EXI Residential X Commercial Alteration Repair Demo Change of Use Move Description of Work: New Single Family Residence Plan Review Contact Person: Tracy McDonald Phone: 407-692-9831 Fax: Title: Production Admin Email: trmcdona@nvrinc.com Property Owner Information Name NVR INC. dba Ryan Homes Phone: 407-692-9831 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.: CBC12575'65 Architect/Engineer Information Name: AB Design Phone: 407-774-6078 Street: 1441 N Ronald Reagan Blvd Fax: City, St, Zip: Longwood FL Bonding Company: N/A Address: E-mail: brian@abdesigngroup.com Mortgage Lender: Address: N/A WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 4 k 30 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 4y2/15/2018 Sign ur of er/Agent Date Tracy McDonald Print Owner/Agent's Name 2/15/2018 Signature of Notary -State of Florida Date ot°Y PCB` MEAGAN LYNNE FOWLER MY COMMISSION # GG 063253 EXPIRES: January 17.2021 OF FtOp` Bonded Thru Budget Notary Services Owner/Agent is X Personally Known to Me or Produced ID Type of ID 2/15/2018 Signatu o Contra for/Agent Date Tracy McDonald Print Contractor/Agent's Name l—, 2/15/2018 Signature of Notary -State of Florida Date ra pv r P, c MEAGAN LYNNE FOWLER MY COMMISSION # GG 063253 a EXPIRES: January 17.2021 lFOF FL;4 Bonded Thru Budget Notary Services Contractor/Agent is _X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building 2 Electrical [r Mechanical F[ Plumbing® Gas[] Roof Construction Type: )f R Occupancy Use: Sz3 Flood Zone: Total Sq Ft of Bldg: 3y'1So Min. Occupancy Load: \$ # of Stories: New Construction: Electric - # of Amps 7—oo Plumbing - # of Fixtures Z Fire Sprinkler Permit: Yes No 1,2 # of Heads APPROVALS: ZONING: ( .191610 UTILITIES: ENGINEERING: IM , C 3'" 201 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. Li2>• 2-01. `m?. Seaside- 0, GcR Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Sir 3,Z6-4 Revised: June 30, 2015 Permit Application A1a CITY OF SANFORDftv' k 6 BUILDINC`8FIRE PREVENTION PERMIT APPLICATION Application No: i g 9 / Documented Construction Value: $ 109,342 Job Address: 3718 Hanworth Loop Historic District: Yes No X Parcel ID: 17-20-31-5VC-0000-0140 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: Tracy McDonald Title: Production Admin Phone: 407-692-9831 Fax: Email: trmcdona@nvrinc.com Property Owner Information Name NVR INC. dba Ryan Homes Phone: 407-692-9831 Street: 4307 Vineland Rd #H20 Resident of property? City, State Zip: Orlando FL 32811 Contractor Information Name _ NVR, Inc, dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821 City, State Zip: Orlando FL 32811 State License No.: CBC1257565 Architect/ Engineer Information Name: AB Design Phone: 407-774-6078 Street: 1441 N Ronald Reagan Blvd Fax: City, St, Zip: Longwood FL 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 construction and zoning. 2/15/2018 Sign ur of er/Agent Date Tracy McDonald rint Owner/Agent's Name 2/15/2018 Signature of Notary -State of Florida Date otrar P e4 MEAGAN LYNNE FOWLER 0MY COMMISSION " GG 063253 N, EXPIRES: January 17. 2021 EOF Flo Bonded 1hru Budget Notary Services 2/15/2018 Signatu o Contra for/Agent Date Tracy McDonald Print Contractor/Agent's Name l 2/15/2018 Signature of Notary -State of Florida Date io1Y noe c MEAGAN LYNNE FOWLER 40V MY COMMISSION X GG 063253 EXPIRES: January 17.2021 elel F60v Bonded ilvu Budget Notary Services 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: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: ,C Z1 WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Vicky Otero Firm: NVR, Inc. Address: 4307 Vineland Road #H20 City: Orlando State: FL Zip Code: 32811 Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com Property Address: 3718 Hanworth Loop Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0140 Phone Number: 407.692.9820 Email: votero@nvrinc.com The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-917 Reviewed by: Michael Cash, CFM Date: February 28, 2018 i P I Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Fti1877— 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 jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the ireor.b,ttibeloYL size and location of the existing right—of-way and use shall be provided or application could be delayed. Call bsfmymft Project Location/Address: 3 2. Proposed Activity: 3. Schedule of Work: 4. Brief Description of Work Hanworth Loop, Sanford, FL 32773 X Driveway Walkway Start Date Completion Date Construction of New Single Family Home This application is submitted by - Property Owner Signature: Address: 4307 Vine]#H-20 Phone: (407) 692-9831 Fax: Orlando, FL 32811 Other: Print Name: Tracy McDonald Emergency Repairs Email: trmcdona@nvrinc.com Date: 02/15/2018 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the perrnittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read And ya Aerstand the above statement and by signing this application I agree to its terms. Signature: Pre -pour Inspection by: Application No: _ Revlewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Date: 02/15/2018 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour Inspection. Date: Official Use Only Fee: Date: Date: Date: Date: Z -' Date: November 2015 ROW Use Driveway.pdf 2/1 5=1a SCPA Parcel View: 17-20-31-5VC-0000-0140 Legal Description LOT 14 KENSINGTON RESERVE PB 81 PGS 86-92 Taxes Property Record Card Parcel: 17-20-31-5VC-0000-0140 Property Address: 3718 HANWORTH LOOP SANFORD, FL 32773 Value Summary 2018 Working Values 2017 Certified 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 14,000 0 14,000 Schools 14,000 0 14,000 City Sanford 14,000 0 14,000 SJWM(Saint Johns Water Management) 14,000 0 14,000 County Bonds 14,000 0 14,000 Sales Description Date Book Page Amount Qualified Vac/Imp No Sales Final Comparable sobs Land Method Frontage Depth Units Units Price Land Value LOT I I I 1 I $14,000.00 1$14,000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date http://parceIdetaiI.scpafl.org/ParcelDetailInfo.aspx?PID=1720315VC00000140 1/2 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: Tracy McDonald 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 and 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 May 20,2018 The foregoing instrument was acknowledged before me this LZ5 day of, 200, by Robert Lattanzi who is ®persona y knl to me or who has produced identification and who did (did not) take an oath. Notary Seal) O, r4Y Pye n MEAG.4N LYNNE FOWLER i MY COMMISSION # GG 063253 N EXPIRES: January 17,2021 f OF Flee Bonded Thru Budget Notary Se1'10" Rev. 08.12) Signature MEAG" UANNE Fowt R Print or type name Notary Public - State of P%4 RI0 A Commission No. My Commission Expires: J frN I I , 'LaIA as SQ.FT. CALC.'S IST FLR LIVING 25313 Sa FT. TOTAL LIVING 2539 ea FT. ENTRY 181 Sa FT. GARAGE 599 8a FT. LANAI 151 Sa FT. TOTAL 3,416 Ba FT. EXTERIOR MASOWf WNL Bwl wEiGo- TS NONO oo.'QBn NO Cxwo fro LQ#00 RUC 31D E PM E FM • acCo CRIB M L 4 huts wum v(A:R zcm 10 MH Tao PMTAGE OE CMTICI tom HBD3(T I a M-614 2b' 12' 5 1W7 / -38A0 IA B 2b' 4' 5 MM / -36A0146-61. 2 35 Q DR 52, Y' 4 2105 / -Mu 3 56 e1-0' x T4, OYfl 96' 84' 5 76D /-37D1 4 02 V M. 64' 5 24M / -30)b 5 IT 38' 63' 4 78M / •30.•d EGRESS b 4 36' 16' 4 29,{3 / -3152EMTW 1 IT fi 5-54 38' by 4 M45 / -30.77 D 33 2) 25-SW 16' 63' 5 7V3 / -34D0 EGFE55 5 65 am ax 98' 4 25D4 / -2A33 IV 33 2) 25-SW TV by 5 2L3 / -34M 0 33 2) 25-OW TV 63' 4 2113 / -2U2 O n 5Sw 36. by 4 26Ab /-30.'14 Li tt 94 36' 63' 4 2D45 / -3015 EGIEW WIND DESIGN CRITERIA A 13A51C UAID SPEED MPHI (3 SECOND GUST) YLLT-50 / VAM-116 MPH B. WTE134AL PRESSURE COEFFICENT..)6 C. RISK CATEGORY -TYPE II E>I'OSURE CATEGOR7• C NOTE. VALUED FOR COV-CHENTS ( CLADDING PRE58UW- ARE BASED ON THE WIT DE51GH WIND SPEED. FBCR DT14 ED. 120W ALLOWS THESE P1ff6Sl7RES TO BE MULTIPLIED BY Ob TO MEET THE ALLOULABLE OR NOMINAL TESTED VALUES USED BY PRODUCT PW&FACTURER9. 5 V2' C I -6' 2 IA — Ca - TOP11AT! r'OL A CABINET SECTION FLOOR PLAN SCALE: V4 . I'-m' RLSVATION 9' EGF- I I 6 WNA I 9 I PRE16'-D'xl3'-2' g m Y-4' Cm I - I YY'QA TY O j OWNER'S SUITS j s 14'-4'zn'-m' 1W-4. M&T CA 1I wo- IGO I + I WIG II I I 11 OIII 24'-3' 12'-4' 3'-2' D 4- II A I III I I m GREAT ROOMEQTCHENlll 2-m b I 19'4k72'm' GL0. 4Y-4'CA J Y-4'CIAMnu TO f7(T.1'-10' 19'-8' 5'-H' 3.-- S. 2'-0' 3'-2' m 9I 1'IOILD Y9AT HA I R EuYRECESSED A R 1%4 Oli12A Ifr 98R gl Y b'-2' I2'-5' b'-10' 4'-H' S 5'-0' 3'-H' W.I.C. Y-4' aA m Y-4,CLA Ig c 9 1t 4CM I I J,6 I_ I M I 1'-m' oI I e e 11 6 19;r BATH 2 C J Y 000 gl 9 9 O12/rlc ' I I L I DBRNZ 9_ BATH 1 a V-4'Ca el iSII 1 II'-a'zlm'-0 Y-4'ttG I~ I O Wr BDRM 3 s mn+ OG II'•0'z10'-0' r ,arc-rrs 9 3,_4, H,_m. P_2, 1 I 't5v" 2' 4 1 0 8 1 ; o I I ATTIO I n ' I I a I'-m' L`-55J 0 13 m Ig n m II a'_sI l I ulI II I I 9-CAR GARAGE 7 I I 2a'-O'N20'-4' I0 i i i Y-4' Cl A 14'-O' z11'-0' 7-4' a4 C T. L' o9SN O Nb .. ..... .... Y6'- 0' X 1'-0' OVYfl O lk 1O IA t6'-6' x 1'a arm I._4. 6' 6'- 10' 4'-9' 2'-6' 2'-6' 1,_4, W-0' I6'-0' r ARCH Y 1 I I m 9 iV I A R C H I T E C T GDesign rou Inc1M1N. RONALD R(AGM BLVD LONDWOOD. R32750 PH: 407. 77"074 FAX407-7T44073 w wwp,(,•, p.um AA •: -25 r OINVII 9umrv. & LOT KENSINGTON RESERVE LOT/ 15) MODEL: SEASIDE VERSIONJOI) PROJECT*: 2997. 000 PAGE: FLOOR PLAN DATE: 12 / 5 /17 SCALE: 1/ 4"=1'-0" 23PIEET 3 olp REQUIRED INSPECTION SEQUENCE RYAN HOMES SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 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 Address: ELECTRICAL, PERMIT' Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Mill,10MBI PE I Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHiANICA L,PERiVIIT: Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i REVISED: June 2014 RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lotl4KensingtonReserveSeasideDGRW Builder Name: RYAN HOMES Street: 3719HANWORTH LOOP Permit Office: SANFORD State, Zip: SANFORD, FL, 32773 Permit Number:p _ A 1Owner: USANFORDCity, Jurisdiction: 6 15 v7 IDesignLocation: FL,Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2341.9 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft2 b. Frame - Wood, Adjacent R=13.0 420.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5 Is this a worst case? No 10. Ceiling Types (2648.0 sqft.) Insulation Area a. Under Attic (Vented) R=38.0 2540.00 ft2 6. Conditioned floor area above grade (ft2) 2539 b. Knee Wall (Vented) R=19.0 108.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(233.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 507.8 a. U-Factor: Dbl, U=0.35 156.58 ft2 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.62 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.29 a. Central Unit 44.5 SEER:15.00 c U-Factor: Dbl, U=0.34 13.00 ft2 SHGC: SHGC=0.31 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft= a. Electric Heat Pump 46.5 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 4.230 ft. Area Weighted Average SHGC: 0.291 14. Hot water systems a Electric Cap: 50 gallons 8. Floor Types (2539.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 2539.00 ft29 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.092 Total Proposed Modified Loads: 69.14 PASSTotalBaselineLoads: 69.39 1 hereby certify that the plans and sp cifications covered by Review of the plans and Spq? this calculation are in compliance the Florida Energy specifications covered by this of-0l4E Code. calculation indicates compliance with the Florida Energy Code. 14.rnr,,. ••••; •;:; , ... „ O PREPARED BY: Before construction is completed DATE: 9-5-18 Srnff Pratt this building will be inspected for compliance with Section 553.908 a I hereby certify that this buil ing, as designed, is in compliance Florida Statutes. with the Florida Energy.Co G'Op W6 OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 3.2.E g Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 2/5/2018 5:23 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Lotl4KensingtonReserveSea Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2539 Lot # 14 Owner Name: Total Stories: 1 Block/Subdivision: KENSINGTON RESE of Units: 1 Worst Case: No PlatBook: Builder Name: RYAN HOMES Rotate Angle: 0 Street: 3719 HANWORTH LO Permit Office: SANFORD Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SANFORD , Family Type: Single-family FL , 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2539 23612.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2539 23612.7 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 206 ft 2539 ft2 0.32 0 0.68 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 2750 ft2 528 ft2 Medium 0.85 N 0.85 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2539 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 19 Batt 36 ft2 0.1 Wood 2 Knee Wall (Vented) Main 19 Batt 18 ft2 0.1 Wood 3 Knee Wall (Vented) Main 19 Batt 36 ft2 0.1 Wood 4 Knee Wall (Vented) Main 19 Batt 18 ft2 0.1 Wood 5 Under Attic (Vented) Main 38 Blown 2540 ft2 0.11 Wood 2/5/2018 5-23 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 POPU Rdnr,-7n17 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below SpaceP o 1 N Exterior Concrete Block - Int Insul Main 4.1 65 6 9 4 611.3 ft' 0 0 0.6 0 2 W Exterior Concrete Block - Int Insul Main 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft' 0 0 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 34 5 9 4 321.2 ft' 0 0 0.6 0 5 Garage Frame - Wood Main 13 45 0 9 4 420.0 ft' 0 0.23 0.3 0 6 E Exterior Concrete Block - Int Insul Main 4.1 15 6 9 4 144.7 ft' 0 0 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft' 0 0 0.6 0 8 N Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft' 0 0 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 2 6 9 4 23.3 ft' 0 0 0.6 0 16191i& Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated Main None 25 3 8 24 ft' 2 Wood Main None 25 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5 2 W 9 Vinyl Low-E Double Yes 0.34 0.31 N 8.0 ft' 11 ft 0 in 0 ft 6 in Drapes/blinds None 3 W 2 Vinyl Low-E Double Yes 0.35 0.29 N 27.1 ft' 7 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5 4 S 3 Vinyl Low-E Double Yes 0.34 0.31 N 5.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 5 S 3 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5 6 E 4 Vinyl Low-E Double Yes 0.35 0.29 N 64.8 ft' 1 ft 0 in 1 ft 2 in Drapestblinds Exterior 5 7 E 6 Metal Low-E Double Yes 0.62 0.29 N 64.0 ft' 9 ft 0 in 0 ft 4 in None Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 599 ft' 599 ft' 56 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2754.8 151.24 284.42 .302 7 2/5/2018 5:23 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 46.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 15 44.5 kBtu/hr 0 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft' DUCTS V Supply -- Return -- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 507.8 ft Attic 126.95 Default Leakage Main Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar A r [ Ma [Xj Jun [X] Jul Xj Au Se Oct Nov Dec HeatinHJan HFeb Marf Apr I j MayI ]Jun [ ] Jul Aug SeP rlOct NovecVentin H10JanFebXMarXAr [ Ma [ ] Jun [ ] Jul j Au Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/ 5/2018 5:23 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows** Description a. U-Factor: Dbl, U=0.35 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.62 SHGC: SHGC=0.29 c. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 371? HANWORTH LOOP, SANFORD, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft' b. Frame - Wood, Adjacent R=13.0 420.00 ft' 1 c. N/A R= ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=38.0 2540.00 ft' 2539 b. Knee Wall (Vented) R=19.0 108.00 ft' Area c. N/A R= ft' 156.58 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Attic, AH: Main 6 507.8 64.00 ft' 12. Cooling systems kBtu/hr Efficiency 13.00 ft' a. Central Unit 44.5 SEER:15.00 ft' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 46.5 HSPF:8.50 4.230 ft. 0.291 Insulation Area 14. Hot water systems R=0.0 2539.00 ft' a. Electric Cap: 50 gallons EF: 0.95 R= ft' R= ft' b. Conservation features None 15. Credits Pstal I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co;AliA features. Builder Signature: 6 /) -- Date: 2/7/2018 Address of New Home: 371R Hanworth Loop City/FL Zip: 32773 c gHE STq Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/5/2018 5:23 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 1 0 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 37119HANWORTH LOOP Permit Number: SANFORD , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, 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 not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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 tumed off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakagdlYndows, 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. 2/5/2018 5:24 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 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. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate healing and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the pnmary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 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" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 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. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2/5/2018 5:24 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 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. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 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 100'17 to 140'F (38'C to 60'C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 2/5/2018 5:24 PM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures 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 multiple -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 multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 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 R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50"F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F (4.8"C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403A0.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 2/5/2018 5:24 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 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. R403.11 Portable spas (Mandatoryhe energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 2/5/2018 5:24 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lotl KensingtonReserveSeasideDGRW Builder Name: RYAN HOMES Street: 371 HANWORTH LOOP Permit Office: SANFORD City, State, Zip: SANFORD , FL, 32773 Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in an dropped ceiling/soffityPP9 /soffit the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 Pytpntl hphend pining and wiring Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover olates and walls or cellon a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 2/5/2018 5:24 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot 14KensingtonReserv... wrightsoft' Date: 1/14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: RY N HOMES 371tr HANWORTH LOOP, SANFORD, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 35493 Btuh Entering coil DB: 78.3°F Outdoor design WB: 76.2°F Latent gain: 5295 Btuh Entering coil WB: 64.1°F Indoor design DB: 75.0°F Total gain: 40788 Btuh Indoor RH: 50% Estimated airflow: 1483 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ160481B+ASPT47C14A Actual airflow: 1483 cfm Sensible capacity: 39440 Btuh 111% of load Latent capacity: 5806 Btuh 110% of load Total capacity: 45247 Btuh 111% of load SHR: 870% Design Conditions Outdoor design DB: 42.3°F Heat loss: 32477 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Model: GSZ160481B+ASPT47C14A Actual airflow: 1483 cfm Output capacity: 45140 Btuh 139% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1483 cfm Output capacity: 9.9 kW 104% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 69.0°F Capacity balance: 34 OF Economic balance: -99 OF 2017-Dec-12 17.57:17 1. wrightSOW Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 A...asideDGRW\Lotl5KensingtonReserveSeasideOGRW.rup Calc = MJ8 House faces: W Component Constructions Job: Lot 14KensingtonReserv... wrightsofte Component Date: 1/14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fa)c 407-333-3853 Web: WWW.DEL-AIR.COM For: RYAN HOMES 371 HANWORTH LOOP, SANFORD, FL 32773 Location: Orlando/Jetport, FL, US Elevation: 105 ft Latitude: 280N Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 16 (M) Method 76 Construction quality 7.5 Fireplaces Heating Cooling 70 75 28 18 30 50 0.8 45.8 Simplified Average 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 BLIh/tl-*F ft'-•F/BNh BnihM' Btuh BNhRt' BWh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 672 0.201 0 5.57 3740 5.29 3557 board int fnsh a 337 0201 0 557 1877 5 29 1785 16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board int fnsh Partitions 12B-Osw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud s 490 0.201 0 5.57 2731 5.29 2597 W 132 0.201 0 5.57 735 5.29 699 all 1631 0.201 0 5.57 9082 5.29 8637 n 36 0.049 19.0 1.36 49 3.64 131 e 18 0.049 19.0 1.36 25 3.64 67 s 36 0.049 19.0 1.36 49 3.64 131 W 18 0.049 19.0 1.36 25 3.64 67 all 109 0.049 19.0 1.36 147 3.64 396 196 0.097 11.0 2.69 526 1.75 343 203 0.091 13.0 2.52 511 1.45 294 Windows 2A-2om: 2 glazing, clr low-e outr, air gas, and no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5.3 ft window ht, 1.17 It sep.); 6.67 It head ht s all 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 9 ft overhang (8 It window ht, 0.42 It sep.); 6.67 It head ht 2A-2om: 2 glazing, clr low-e outr, air gas, and no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (1.33 ft window ht, 1.17 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr low-e outr, air gas, and no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 12 It overhang (5.3 It window ht, 0.42 ft sep.); 6.67 It head ht 33 0.540 0 15.0 489 14.1 460 65 0.540 0 15.0 978 33.9 2213 33 0.540 0 15.0 489 14.4 471 131 0.540 0 15.0 1956 24.0 3144 64 0.620 0 17.2 1099 18.3 1171 4 0.540 0 15.0 60 15.9 64 33 0.540 0 15.0 489 14.1 460 2017-Dec-12 17:57.17 c wrightsoft• Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1JIM ...asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc = MJB House faces: W 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 8 0.540 0 15.0 120 15.9 127 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (8 ft window ht, 0.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 27 0.540 0 15.0 408 17.2 469 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 7 It overhang (6.3 ft window ht, 0.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type w 24 0.390 0 10.8 259 12.0 289 n 21 0.390 0 10.8 230 12.0 257 all 45 0.390 0 10.8 490 12.0 545 Ceilings 16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 2540 0.026 38.0 0.72 1829 1.41 3590 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 206 0.989 0 27.4 5643 0 0 2017-Dec-12 17:57:17 C wrightsO Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W Project Summary Job: Lot 14KensingtonReserv... wrightsoft• Date: 1/14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: RYgq HOMES 37119HANWORTH LOOP, SANFORD, FL32773 Notes: L.S. 12-11-17 S R P Design Information Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 26198 Btuh Ducts 6279 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 32477 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Orlando/Jetport, FL, US Simplified Average 0 Heating Coo1 5`39 22 23701 23701 0.32 0.16 126 63 Heating Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI Model GSZ160481 B AHRI ref :8331292 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8.5 HSPF 46500 Btuh @ 47°F 29 OF 1483 cfm 0.046 cfm/Btuh 0.30 in H2O Input = 10 kW, Output = 33753 Btuh, 100 AFUE 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 24603 Btuh Ducts 10890 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier y 1.00 Equipment sensible load 35493 Btuh Latent Cooling Equipment Load Sizing Structure 2960 Btuh Ducts 2335 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5295 Btuh Equipment Total Load (Sen+Lat) 40788 Btuh Req. total capacity at 0.75 SHR 3.9 ton Cooling Equipment Summary Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Cond GSZ160481 B Coil ASPT47C14A AHRI ref :8331292 Efficiency 12.5 EER, 15 SEER Sensible cooling 33375 Btuh Latent cooling 11125 Btuh Total cooling 44500 Btuh Actual air flow 1483 cfm Air flow factor 0.042 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoffft• 2017-Dec-1217:57:17 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 14Kensin gtonReserveSe... Date: 1 /14/2016 By: FJF 1 Room name Entire House mstr rm 2 Exposed wall 206.0 ft 44.0 ft 3 Room height 9.3 ft 9.3 ft heat/cool 4 5 Room dimensions Room area 2540.3 1t2 1. 0 x 284.0 ft 284. 0 it2 Ty Construction U-value Or HTM Area (ft Load Area (ft Load number Btuh/ftz'F) Btuhlftq or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 4 I 13A-2ocs 0.201 n 5.57 5.29 704 672 3740 3557 93 93 519 494 C 2A-2om 0.540 n 14.96 14.08 33 0 489 460 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 36 36 49 131 13 13 18 47 WI 13A-2ocs 0.201 a 5.57 5.29 466 337 1877 1785 149 117 649 617 11 2A-2om 0.540 a 14.96 33.86 65 0 978 2213 33 0 489 1107 I G 2A- 2omd 0.620 a 17.17 18.30 64 56 1099 1171 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 18 18 25 67 10 10 14 38 13A- 2ocs 0.201 s 5.57 5.29 560 490 2731 2597 168 152 844 803 2A- 2om 0.540 s 14.96 15.94 4 4 60 64 0 0 0 0 2A- 2om 0.540 s 14.96 14.40 33 26 489 471 16 13 244 235 2A- 2om 0.540 s 14.96 14.08 33 33 489 460 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 36 36 49 131 13 13 18 47 h 13A- 2ocs 0.201 w 5.57 5.29 191 132 735 699 0 0 0 0 2A- 2om 0.540 w 14.96 15.94 8 8 120 127 0 0 0 0 2A- 2om 0.540 w 14.96 17.19 27 23 408 469 0 0 0 0 11 DO 0.390 w 10.80 12.03 24 24 259 289 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 18 18 25 67 10 10 14 38 P 12B-Osw 0.097 2.69 1.75 196 196 526 343 0 0 0 0 fj L-- 0 12C- Osw 0.091 2.52 1.45 224 203 511 294 0 0 0 0 11D0 0.390 n 10.80 12.03 21 21 230 257 0 0 0 0 C 168-38ad 0.026 0.72 1.41 2540 2540 1829 3590 284 284 205 401 F 22A-td 0.989 27.40 0.00 2540 206 5643 0 284 44 1205 0 6 c) AED excursion 0 67 Envelope loss/gain 22361 19241 4219 3760 12 a) Infiltration 3837 1212 864 273 b) Room ventilation 0 0 0 0 13 Internalgatns: Occupants @ 230 5 1150 1 230 Appliances/ other 3000 600 Subtotal ( lines 6 to 13) 26198 24603 5083 4863 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26198 24603 5083 4863 15 Duct loads 24% 44 % 6279 10890 24% 44%1 1218 2152 Total room load 32477 35493 6301 7015 Air required (cfm) 1483 1483 288 293 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilhtsofrt- 2017-Dec-1217:57:17 h 9 Right - Suite® Universal 2017 17.0.23 RSU23828 Page 1 asideDGRW\Lotl5KensingtonReserveSeasideDGRW. rup Calc - MJ8 House faces: W wrightsoftRight-J® Worksheet Entire House DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1 /14/2016 By: FJF 1 Room name dinette kitchen 2 Exposed wall 39.5 ft 16.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heal/cool 4 5 Room dimensions Room area 18. 5 x 11.0 ft 203. 5 ft' 1. 0 x 269.6 ft 269. 6 ft' Ty Construction U-value Or HTM Area (Its Load Area (Its Load number Btuh/ftz°F) BtulUft or perimeter (ft) Btuh) or perimeter (R) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V?I 13A-2ocs 0.201 n 5.57 5.29 103 103 571 543 154 154 857 815 G 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.57 5.29 173 140 779 741 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 33 0 489 1107 0 0 0 0 2A- 2omd 0.620 a 17.17 18.30 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 13A- 2ocs 0.201 s 5.57 5.29 93 61 337 321 0 0 0 0 2A- 2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.08 33 33 489 460 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 h 0. 201 w 5.94 0 0 0 0 0 0 0 0 2A- 2ores 2A-2om 0.540 w 4.96 14.96 15.94 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 17.19 0 0 0 0 0 0 0 0 11D0 0.390 w 10.80 12.03 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 P 12B-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 q T- D12C- 0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 204 204 147 288 270 270 194 381 F 22A-tol 0.989 27.40 0.00 204 40 1082 0 270 17 452 0 6 c) AED excursion 124 107 Envelope loss/gain 3894 3336 1503 1089 12 a) Infiltration 696 220 291 92 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 11200 Subtotal pines 6 to 13) 4591 3786 1794 2381 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4591 3786 1794 2381 15 Duct loads 24% 44 % 1100 1676 24% 449% 430 1054 Total room load 5691 5462 2224 3434 Air required (cfm) 260 228 102 143 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigt> ttsoR' 2017-Dec-12 17:57:17 A Right - Suite® Universal 2017 17.0.23 RSU23828 Page 2 asideDGRW\ Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W wrightsofC Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web. WWW.DEL-AIR.COM Job: Loll 4KensingtonReserveSe... Date: 1/14/2016 By: FJF 1 Room name rm 4 bth 1 2 Exposed wall 10.5 ft 5.5 ft 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 15.0 x 10.5 it 157.5 ft2 11.5 x 5.5 it 63.3 ft2 Ty Construction UI-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz'F) BtuFVft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 13A-2ocs 0.201 n 5.57 5.29 98 82 454 432 51 51 286 272 2A-2om 0.540 n 14.96 14.08 16 0 244 230 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd 0.620 a 17.17 18.30 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 Vh13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 h 13A-2ocs 0.201 w 5. 5. 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.9696 15.9494 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 17.19 0 0 0 0 0 0 0 0 111130 0.390 w 10.80 12.03 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 P 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 q D 12C-Osw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 158 158 113 223 63 63 46 89 F 22A-td 0.989 27.40 0.00 158 11 288 0 63 6 151 0 6 c) AED excursion 41 17 Envelope loss/gain 1100 844 482 344 12 a) Infiltration 185 58 97 31 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal pines 6 to 13) 1285 903 579 375 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1285 903 579 375 15 Duct loads 24% 44% 308 400 249% 449/6 139 166 Total room load 1593 1302 718 541 Air required (cfm) 73 54 1 133 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i htsotFC 2017-Dec-1217:57:17wr9Right -Suite® Universal 2017 17.0.23 RSU23828 Page 3 asideDGRW1Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W wrightsof , Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web- WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1 /14/2016 By: FJF 1 Room name rm 3 study 2 Exposed wall 10.0 It 31.5 It 3 Room height 9.3 it heal/cool 9.3 It heat/cool 4 5 Room dmersions Room area 15.0 x 10.0 it 150.0 ft2 1.0 x 182.3 It 182.3 ft' Ty Construction U-value Or HTM Area (1t Load Area (ft Load number Btuh/ftZ•F) Btuh/ftq or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y! 13A-2ocs 0.201 n 5.57 5.29 93 77 428 407 112 112 623 593 C 2A-2om 0.540 n 14.96 14.08 16 0 244 230 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd 0.620 a 17.17 18.30 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 Vh13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 37 37 208 198 2A-2cm 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 h 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0 145 117 653 621 2A-2om 0.540 w 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 17.19 0 0 0 0 27 23 408 469 11 DO 0.390 w 10.80 12.03 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 P 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 q q--_D 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11D0 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 16B-3Bad 0.026 0.72 1.41 150 150 108 212 182 182 131 258 F 22A-td 0.989 27.40 0.00 150 10 274 0 182 32 863 0 6 c) AED excursion 39 583 Envelope loss/gain 1055 810 2887 2721 12 a) Infiltration 176 56 555 175 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal pines 6 to 13) 1231 866 3442 2897 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1231 866 3442 2897 15 Duct loads 24 % 44 % 295 383 240/6 44% 825 1282 Total room load 1526 1250 4267 4179 Air required (cfm) 70 52 195 175 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilhtsoR' 2017-Dec-12 17:57 17 9Right -Suite® Universal 2017 17.0.23 RSU23828 Page 4 asideDGRW\ Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJB House faces: W wrightsofC Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlWensingtonReserveSe... Date: 1/14/2016 By: FJF 1 Room name mstr bth mstr we 2 Exposed wall 11.0 It 0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 1.0 x 139.0 ft 139.0 ft2 5.5 x 4.0 It 22.0 ft' Ty Construction U-value Or HTM Area (itq Load Area (ftq Load number Btuh/ftz•F) Btuh/ftq or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd 0.620 a 17.17 18.30 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 13A-2ocs 0.201 s 5.57 5.29 103 99 549 522 0 0 0 0 2A-2om 0.540 s 14.96 15.94 4 4 60 64 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 h 13A-22A-2or cs 0. 540 w 5. 94 0 0 0 0 0 0 0 0 2A-2om 0.540 w 4.9614.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 17.19 0 0 0 0 0 0 0 0 W 11D0 16A-19ad 0.390 0.049 w w 10.80 1.36 12.03 3.64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 128-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 fj D 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11 DO 16B-38ad 0.390 0.026 n 10.80 0.72 12.03 1.41 0 139 0 139 0 100 0 196 0 22 0 22 0 16 0 31C F 22A-td 0.989 27.40 0.00 139 11 301 0 22 0 0 0 6 c) AED excursion 36 1 Envelope loss/gain 1010 746 16 30 12 a) Infiltration 194 61 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1204 807 16 30 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1204 807 16 30 15 Duct loads 24% 44% 289 357 24% 44% 4 13 Total room load 1493 1165 20 43 Air required (cfm) 68 49 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF>ttsolR' 2017-Dec-12 17:57,17 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 5AZK .. asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl4KensingtonReserveSe... Date: 1/14/2016 By: FJF 1 Room name mstr wic rrrl 2 2 Exposed wall 7.0 ft 10.0 ft 3 Room helght 9.3 ft heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 1.0 x 118.0 ft 118.0 ft2 1.0 x 177.0 ft 177.0 ft2 Ty Construction U-value Or HTM Area (it2) load Area (ft2) Load number Btuh/ft2-IF) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Vt) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W G 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd 0.620 a 17.17 18.30 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 13A-2ocs 0.201 s 5.57 5.29 65 65 364 346 93 77 428 407 2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 16 13 244 235 2A-2om 0.540 s 14.96 14.08 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 vh13A-2ecs 0.201 w 5. 5. 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.9696 15.9494 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 17.19 0 0 0 0 0 0 0 0 11D0 0.390 w 10.80 12.03 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 P 12B-Osw 0.097 2.69 1.75 0 0 0 0 196 196 526 343 Fj D 12C-Osw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 118 118 85 167 177 177 127 250 F 22A-td 0.989 27.40 0.00 118 7 192 0 177 10 274 0 6 c) AED excursion 24 39 Envelope loss/gain 640 489 1601 1197 12 a) Infiltration 123 39 176 56 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) 764 528 1777 1252 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 764 528 1777 1252 15 Duct loads 124% 44 % 183 234 24% 44%1 426 554 Total room load 947 761 2203 1806 Air required (cfm) 43 32 101 75 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. F- wrilghtsofR' 2017-Dec-12 17:57:17 A Right -Suite® Universal 2017 17.0.23 RSU23828 Page 6 asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces. W wrightsofr Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax. 407-333-3853 Web. WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1 /14/2016 By: FJF 1 Room name bth 2 laundry 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 5.5 x 9.0 It 49.5 ft' 6.0 x 9.0 It 54.0 ft' Ty Construction U-value Or HTM Area (ftl Load Area (ft Load number Btuh/Itz•F) Btuh/ftq or perimeter (ft) Btuh) or perimeter (ft) 8tuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 C 2A-2om 0.540 in 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 Val 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 L-rG 2A-2omd 0.620 a 17.17 18.30 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 L13A- 2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2 2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 h 13A-2ocs 0.201 w 5. 5. 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.9696 15.9494 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 17.19 0 0 0 0 0 0 0 0 11DO 0.390 w 10.80 12.03 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 P 12B-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 L-D 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11D0 16B-38ad 0.390 0.026 n 10.80 0.72 12.03 1.41 0 50 0 50 0 36 0 70 0 54 0 54 0 39 0 76C F 22A-td 0.989 27.40 0.00 50 0 0 0 54 0 0 0 6 c) AED excursion 3 29 Envelope loss/gain 36 67 39 47 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 0 600 Subtotal (lines 6 to 13) 36 67 39 647 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 36 67 39 647 15 Duct loads 249/6 1 4%1 9 30 24% 4%1 9 286 Total room load 44 97 1 1 48 934 Air required (cfm) 2 4 2 39 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOR' Rig-Suie® Universal 2017 17.0.23 RSU23828 2017-Dec-12 17:age 7 A ht tPage 7 asideDGRW\ Lot l5KensingtonReserveSeasideDGRW.rup Calc = MJB House faces: W wrightsofr Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web. WWW.DEL-AIR.COM Job: Lotl4KensingtonReserveSe... Date: 1 /14/2016 By: FJF 1 Room name great rm foyer 2 Exposed wall 15.5 ft 5.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 494.9 ft 1.0 x 175.8 ft 5 Room area 494.9 fi' 175.8 ftz Ty Construction U-value Or HTM Area (ftj Load Area (ftq Load number BtuWfti°F) Btuh/ftq or penmeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 HI 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 06 W 16A-19ad 0.049 n 1.36 3.64 23 23 31 84 0 0 0 0 Vjl 13A-2ocs 0.201 a 5.57 5.29 145 81 449 427 0 0 0 0 11 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 l-GG 2A-2omd 0.620 a 17.17 18.30 64 56 1099 1171 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 8 8 11 29 0 0 0 0 0.201 s 5.29 0 0 0 0 0 0 0 0 2A-2oncs2A-2om 0.540 s 4.9614.96 15.94 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.40 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 23 23 31 84 0 0 0 0 h 13A-2ocs 0.201 w 5.29 0 0 0 0 47 15 82 78 2A-2om 0.540 w 144.9696 15.94 0 0 0 0 8 8 120 127 2A-2om 0.540 w 14.96 17.19 0 O 0 0 0 0 0 0 11 DO 0.390 w 10.80 12.03 0 0 0 0 24 24 259 289 W 16A-19ad 0.049 w 1.36 3.64 8 8 11 29 0 0 0 0 P 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 fj D 12C-Osw 0.091 2.52 1.45 0 0 0 0 224 203 511 294 11130 0.390 n 10.80 12.03 0 0 0 0 21 21 230 257 C 1613-38ad 0.026 0.72 1.41 495 495 356 699 176 176 127 248 F 22A-td 0.9m 27.40 0.00 495 16 425 0 176 5 137 0 6 c) AED excursion 170 116 Envelope loss/gain 2413 2354 1465 1408 12 a) Infiltration 390 123 88 28 b) Room ventilation 0 0 0 0 13 1ntemal gains: Occupants @ 230 3 690 0 0 Appliances/other 600 0 Subtotal pines 6 to 13) 2804 3767 1553 1436 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2804 3767 1553 1436 15 Duct loads 24% 44% 672 1667 249/6 1 449/o 372 636 Total room load 3476 5434 1926 2072 Air required (cfm) 159 227 88 87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilhtsoft- 2017-Dec-1217:57:17 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 8 asideDGRW\ Lotl5KensingtonReserveSeasideDGRW.rup Calc - MJ8 House faces: W Duct SSJob: Lot I4KensingtonReserv... wrightsoft• System Date: 1/ 14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web WWW.DEL-AIR.COM For: RYAV HOMES 371 HANWORTH LOOP, SANFORD, FL 32773 Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100ft Actual air flow 1483 cfm 1483 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg.Egv Ln (ft) Trunk bth 1 h 718 33 23 0.202 4.0 Ox 0 VIFx 34.0 85.0 st3 bth 2 c 97 2 4 0.311 4.0 Ox 0 VIFx 7.1 70.0 dinette h 5691 260 228 0.205 9.0 Ox 0 VIFx 32.3 85.0 st1 foyer h 1926 88 87 0.207 6.0 OXO VIFx 30.9 85.0 st3 great rm c 2717 79 114 0.230 7.0 OX 0 VIFx 19.4 85.0 st1 great rm- A c 2717 79 114 0.295 7.0 Ox 0 VIFx 11.2 70.0 kitchen c 3434 102 143 0.220 7.0 Ox0 VIFx 24.0 85.0 st1 laundry c 934 2 39 0.308 4.0 Ox 0 VIFx 7.9 70.0 mstr bth h 1493 68 49 0.237 5.0 Ox 0 VIFx 16.3 85.0 st2 mstr rm c 3507 144 147 0.210 7.0 Ox 0 VIFx 29.4 85.0 st2 mstr rm- A c 3507 144 147 0.213 7.0 Ox 0 VIFx 27.5 85.0 st2 mstr we c 43 1 2 0.232 4.0 Ox 0 VIFx 18.4 85.0 st2 mstr wic h 947 43 32 0.219 4.0 Ox 0 VIFx 24.8 85.0 st2 rm 2 h 2203 101 75 0.280 6.0 Ox 0 VIFx 15.7 70.0 rm 3 h 1526 70 52 0.218 6.0 Ox0 VIFx 25.2 85.0 st3 rtn4 h 1593 73 54 0.271 6.0 Ox0 VIFx 18.5 70.0 study h 4267 195 175 0.204 8.0 Ox0 VIFx 32.9 85.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 441 485 0.205 454 14.0 0 x 0 VinlFlx st2 Peak AVF 400 375 0.210 509 12.0 0 x 0 VinlFlx st3 Peak AVF 385 336 0.202 491 12.0 0 x 0 VinlFlx 2017-Dec- 12 17:57:18 C wrightsoft• Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 asideDGRW\Lotl5KensingtonReserveSeasideDGRW. rup Calc - MJ8 House faces. W Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1483 1483 0 0 0 0 Ox 0 VIFx C * wrightSOft' Right -Suite® Universal 2017 17.0.23 RSU23828 AC(A...asideDGRW\Lotl5KensingtonReserveSeasideDGRW.rup Calc = MJ8 House faces: W 2017-Dec-12 17:57:18 Page 2 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 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, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five 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 v6.0 1/12/2018 8:22:25 AM Page 1 of 1 v 4.0 TON W/8KW 2240V IPH 18xl6 plen 2446 rad platformbldr O tscale11/8'=1'O' N co nvaa+ Oxon0.6 1 r------------- I Q N Cn 12x6 lwcd i 145 v F `U Cn Cn 0 I 7' 02307UwcdIU.N. gumI U 9' Ir I II I 112x6 lwcd I 11 II I 7.1 12x6 lwcd 18x18 rag 16' 18x18 rag F ry II i i 135 s• 50 3' bath duct lox 1 cd to roof cap 12X4' jlwcd Owen w/fan 1456 Nutone 696RNB m 4 _ _ 5 x4 lw 9 ZZ 12 lwcd 115 N 7' I 8x4 lwcd LU LLI 1 HISMIA 30 M+ ax6lwcd 1 55 I I CU 20x6 wall ra I 3' bath duct to roof cap WB-X4 lw d w t 5 w/fan ii ' 440 75 42X42 A/C SLAB Nutone 696RNB 112 o' 8x4lwcd 10x6lwcd BY BLDR MIN 20x6 wall rag kog 6 wnll rng 2' FROM WALL lOx6 15d 6' 0 f- -1 4' dryer duc Oto 3 QA IOx6 Iwc4 B5 roof cnp i w/dr er vent bo LIJ I I I I L --- J Transfer ducts/gr0les sized In I I compliance with Florida Residential W I a I Building Code - K1602.4 Balanced Return Air, exceptlons 1-3. Builder 1 must provide unrestricted l Inch 14x lwcd j j undercut on doors to habitable z17520x6 ..it rn 1 1 I rooms. V) oII II i- j ED r 7CV CD V Hilo""' z U1 H V) X?.VC p Iwx1%V0w Q d Z 4- Lj-- I d W rlV)rlY ALL_ zRating1O r I cn CD U-1 Z Z o w J Q F— CDQ J O Q 0 Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulatlon value. m CL J Cn 0 0 Advantage Plumbing, Mr., Signature 7W _ _u S' 1 1'v ti LIW 22 4 RECORD. COPY. DESCRIPTION 'AS. FURNISHED: Lot• 14, .KENSINGTON' RESERVE;. as recorded in. Plot. Book 81, Pages 86 through 92, Public Records of Seminole 'County; Florida. PLOT PLAN FOR / CERTIFIED TO: Ryan Homes/NVR Inc. LOT 13 r I_ I BRISSON AVENUE 50' WIDE R/W) 1.00' NON -VEHICULAR S 00*19'09 E' EASEMENT 75.00' 15' WALL & LANDSCAPE ESMT. 20.0020.00' LOT 14 12. 50' F 18. 3' 16.0' 12.50' c LANAI p 15. 7' PROPOSED MODEL SEASIDE - D ' 2 CAR GARAGE RIGHT Ui ' to12. 65' 15.7' 41 10.7' c 18.7' 12.34' ENTRY 13. 7' i 26.0' • T DRIVE i 8.3' LWAiT 33. 00 28. J4'- 25. 01 ' 25.01 ' LOT 15 10' UTILITY I. ESUT. P.C. OF 18. 0' ryk 140.06' LOT 16 5' CONC. WALK1-7 rune DATE.ISo. la B. B.) S 00019'09" E 75. 00' Ok to construct single family home with cks HAjVXORTHLoophownonplan.ndimpervious Prea 50' PRIVATE R/W) astae - ! b I CTPI OVILVIIYV u nnt.n: H. FURIVI I'ICV PROPOSED FlNSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY FRONT 25 PERDRAINAGEPLANSPLOTPLANAREACALCULATIONSREAR = Y0' 1f= PROPOSED DRAINAGE FLOW 0GFO IMPERVIOUS COVERAGE = 4,337t SQUARE FEET OR 48.29 SIDE 5' FOR 40' LOTS LOT GRADING TYPE A Q05 LOT CONTAINS 9,000f SQUARE FEET SIDE = 7.5' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS - 26.7' LIVING AREA CONTAINS J,136f SQUARE FEET SIDE 10' FOR 75' LOTS CONC/ LANAI/PORCH CONTAINS 1,201t SQUARE FEET SIDE STREET - 25' CRUSEYVHEYER- SCOTT Vic• ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - r . PLAT raR_ . PGDFr oN LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • FIELD TYr. . TYPICAL NOiMI IP. MEW PIPE RL POINT Or REVERSE CURVATURE 1. THE UNDERSIONM GOES FRREEIY CLON THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM OY THE FLORIDA BOARD OF C - CONDMIROD AO. - rADIA DI COPW1xD CURVATURE PROFMIO NL SURVEYORS AND YAPPERS IN CHAPTER W-17 FLORIM ADUIN6IRATIVE CODE PURSUANT TO SECTION 47LO27, FLORIDA STATUES SE • Vt. UiE MONUMENT PUL • IUDIAL SET IR • 1/!• 1R VRLR AS% NR .NON -RADIAL 2. UNLESS EMBUSSED WRH SURVEYORS SICNA7VRE AND ORRCD(Af. RAISED SEAL, THIS SURVEY YAP OR. COPIES ARE NOT VALID. REC RECOVERED VP. VITICSS POINT J. THIS SURVEY WAS PREPARED FROM TITLE WUWTION FURNISHED TO THE SURVEYOR THERE MAY BE OTHER RESTRICRONS aR, ` POINT Or BEGINNING. CALL. ` CALCULATED OR GISEMEWTS THAT AFFECT THIS PROPERLY. Pzr_ • POINT Or COMMENCEMENT PRX • PERMANENT REFEItENCE MONUMENT 4. NO UNDERGROUND D(PROVEMENTS HAVE BEEN I.MTED UNLESS 0/HERN7SE SHOWN. N • MAILCENTLUIE F.FILS . BUILDING rLCORSETBACK K LINE mR & THIS SURVEY IS PREPARED FOR THE SOLE BENEFTr OF THOSE CE7UTM ro AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. MD • NAIL LDISK &M. BETIDING SETSAOC LINE R/V • RIGM- OF-vAT RJL - 1NNCFRNIOC Q ODREN90FS SHOWN FOR THE LOCATION Of 0lPROVEXENTS HEREON SHOULD NOT BE USED ro RECONSTRUCT BOUNDARY LDYES ESH7. . EASEMENT ENT U. - BASEREARING 7. BEARING$ ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B-EX) ' DRAIN. . DRAINAGE A ELEVATIONS tF SHOWN. ARE EASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1029. UNLESS OTHERWISE NOTED) UTILITY MX P. CEPMPXA7E OF AUTHORIZATION Na 459I VDFCIL • CHAIN LINK fEMZ vOOn TCNCE ' P./G, - CONCRETE Or CURVATURE SCALE — t' DRAWN BY.• ••• P.T. - POINT OF TANGENCY DATE DFSE, - DESCRIPTION CER nED 814 ORDER No. —.-- R • RADIUS L ARC LENGTH PLOT PLAN 12-19-17 5781-17 D - DELTA RENSED PLOT PLAN 03-01-18 C - CHUM C.B. - CHORD REARING NORTH THIS BUILDING/PROPERTY DOES NOT UE WIrPUN • - THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' X. USENM ER, R.L 4714 ZONE 9C MAP / 12117CO09OF ( 09-28-07) `tAA( SCOT!. .LS 1 4801 a 0 U 0 U 9R Aml ROOF 0TRUSSE-5 A FLORIDA, CORPORATION 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com o LL Q , Z r TRUSS ENGINEERING BUILDER: RYAN HOMES PROJECT: KENSINGTON RESERVE COUNTY: SEMINOLE LOT/BLK/MODEL: LOT:14 / MODEL:SEASIDE V1 / ELEV:D / GAR R JOB#: 70426 MASTER#: WRCSS1 DT OPTIONS: MASTER TRAY Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRCSS1DT A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RYAN HOMES Project Name: Lot/Block: Model: SEASIDE v1 "D" Address: Subdivision: City: County: VARIES 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 150 MPH Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes -83 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seat # Truss Name Date No. Seal # Truss Name Date 1 A0212067 A01GT 1/8/18 13 A0212079 Al2B 1/8118 25 A0212091 CAA 1/8/18 2 A0212068 A02T 118/18 14 A0212080 A14B 118/18 26 A0212092 CAP 1/8/18 3 A0212069 A03T 1/8/18 15 A0212081 A15B 118118 27 A0212093 CJ2 118/18 4 A0212070 A04T 1/8/18 16 A0212082 A16C 1/8118 28 A0212094 CJ3 1/8/18 5 A0212071 A05T 1/8/18 1 17 IA0212083 A17C 1/8/18 1 29 A0212095 CJ3A 1/8118 6 A0212072 A06T 1/8/18 18 A0212084 A18C 1/8/18 30 A0212096 CJ3P 1/8/18 7 A0212073 A07 1/8/18 19 A0212085 A19C 1/8118 31 IA0212097 CJ3T 1/8/18 8 A0212074 A08 1/8/18 20 A0212086 A20DG 118/18 32 A0212098 CJ5 1/8/18 9 A0212075 A08T 1/8/18 21 A0212087 C01D 118/18 33 A0212099 CJ5A 118/18 10 IA0212076 I A09 1 1/8/18 22 IA0212088 CO2D 1/8/18 34 A0212100 CJ5P 1/8/18 11 A0212077 A10 1 1/8/18 23 IA0212089 CO3D 1/8/18 35 A0212101 CJ5T 1/8/18 12 IA0212078 All 1 1/8/18 24 IA0212090 CA 1/8/18 36 1 A0212102 D03G 1/8118 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 28,2019. NOTE -The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(MD[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 [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documenlsl are specialty structural component designs and may be part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professionaln)nlh%X TengineeringresponsibilityforthedesignofthesingleTrussdepictedontheTDDon1, Tlhi 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 i` ••GEMS '•.•0 ". No 80053 I III c`-C o I s j •••••' r P- i =4 WAI h1000I It •/, 7 N . D—Me MM, IT, i oIII,P.E. SERIAL #: 38 BCA22100 0000004C1287DF Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRCSS1DT No. Seal # Truss Name Date 37 A0212103 F01G 1/8/18 38 A0212104 F02 1/8118 39 A0212105 HJ4 1/8/18 40 A0212106 HJ6P 118/18 41 A0212107 HJ7 118/18 42 A0212108 HJ7TX 1/8/18 43 A0212109 J4 118/18 44 A0212110 J6G 118/18 45 A0212111 J61? 1/8/18 46 A0212112 J7 118/18 47 A0212113 J71) 1/8/18 48 A0212114 J7P 1/8/18 49 A0212115 J7T 1/8/18 50 A0212116 VM3 1/8/18 51 A0212117 VMS 1/8/18 52 STDL01 STD. DETAIL 1/8/18 53 STDL02 STD. DETAIL 1/8/18 54 STDL03 STD. DETAIL 118/18 55 STDL04 STD. DETAIL 118/18 56 STDL05 STD. DETAIL 1/8/18 57 STDL06 STD. DETAIL 1/8118 58 STDL07 STD. DETAIL 1/8/18 59 STDL08 STD. DETAIL 1/8/18 60 STDL09 STD. DETAIL 1/8/18 61 STDL10 STD. DETAIL 1/8/18 62 STDL11 STD. DETAIL 1/8/18 63 STDL12 STD. DETAIL 118/18 64 STDL13 STD. DETAIL 1/8/18 65 STDL14 STD. DETAIL 118/18 66 STDL15 STD. DETAIL 1/8/18 67 STDL16 STD. DETAIL 1/8/18 Page 2 of 2 I A Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE v1 A0212067 WRCSSIDT A01GT Hip Girder 1 1 Job Reference (optional) Roof Trusses, Fort Pierce, FL 34946, design(cDaltruss.com 8.12U s Nov 1z zul / mi i ex inousures, Inc. Mon Jan t1 13:Oy:W zult1 rage 1 ID:P42uXRd_Kj21gP?afFS 28yAdrr-SVu6fpRGStwLb3PiF2ppPcMNukHguJKNi,/bREYzxPe6 0 0 2-9 8 7-0 0 13-21 , 15 8 0 , 21-2-1 26-7-2 32-0-2 37-5-3 43-0-0 50 0-0 51-0TO 2-9$ 4 2-0 6 2$ 2-543 5 i 1 5-5-1 5 St 1 5-6-13 7-0-0 -0 300 = 27 5x8 = 24 23 49 22 550 51 21 52 53 20 54 55 56 79 57 18 58 17 59 60 61 16 4x6 = 2x4 11 3x4 II Sx8 = 4x6 = 34 = US = 3x6 11 US = 4x8 = 2x4 II 2x4 II Sx10 MT20HS= Dead Load Detl. = 5116 in 4x6 = 2-9 8 7-0 0 13-21 L181 21-2-1 L17-2 32-0 0 32 0-2 37-5-3 43-0-0 50-0-0 298 I 4-2 8 i 6-2-0 1 2-5 8 1 5 6-1 5 5 1 I 5-4-14 0 2 5 5 1 3 Plate Offsets (X,Y)-- [3:0-7-5,0-0-12], [4:0-0-4,0-2-8], [6:0-1-12,0-2-0], 7 0-3-0,Edge], [11:0-3-0,0-1-8], [13:0-5-12,0-2-8], 17:0-2-12,0-2-0], [21.0-2-8,0 1-0], [23:0 4-0,0 3-0], 25-0-7-12 0-3-4] [26:0-3-4,0-3-0) LOADING(psf) 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) -0.37 3-26 505 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.68 3-26 276 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inu NO WB 0.90 Horz(CT) 0.27 23 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.38 3-26 501 240 Weight: 257 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x6 SP 240OF 2.OE, T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3'Except* W3: 2x4 SP M 30, W6: 2x6 SP No.2 W709: 2x4 SP No.2 WEDGE Left: 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-7-13 oc bracing. WEBS 1 Row at midpt 6-21, 11-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. lb) - Max Horz 2= -54(LC 35) Max Uplift All uplift 100 lb or less at joint(s) except 2=-201(LC 4), 23=-2460(LC 5), 19=-1811(LC 4), 14=-284(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=587(LC 1), 23=4370(LC 19), 19=2972(LC 20), 14=1157(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1301/599, 4-34=-1215/544, 34-35=-1216/545,5-35=-1217/544, 5-36=-1469/3366,6-36=-1469/3366, 6-37=0/1484, 7-37=011490, 7-8=0/1490, 8-38=-34/796, 38-39=-34f796, 9-39=-34/796, 9-40=-34f796, 40-41=-34f796, 10-41=-34/796, 10-11=-34/796,11-42=-1247/128, 42-43=-12471128,43-44=-1247/128, TOP CHORD 3-4=-1301/599, 4-34=12151544, 34-35=-1216/545,5-35=-1217/544, 5-36=-146913366, 6-36=1469/3366, 6-37=0/1484, 7-37=0/1490, 7-8=0/1490, 8-38=-341796, 38-39=34f796, 9-39=-34/796, 9AO=34/796, 40A1=-34/796, 10-41=-34f796, 10-11=-34/796, 11-42=-1247/128, 42-43=-1247/128, 43-04=1247/128, 12-44=-1247/128, 12-45=-1247/128, 45-46=-1247/128,13-46=1247/128, 13-14=-2233/493 BOTCHORD 3-26=-475/1214, 26-47=-3273/1523, 4748=-3268/1522, 2S-48=-3263/1520, 5-25=-1417/687,24-49=-343/164, 23-49=-3431164, 23-50=-384911661, 22-50=-3849/1661,22-51=-3849/1661, 21-51=-3849/1661, 21-52=-1423/0, 52-53=142310, 20-53=1423/0, 20-54=-1322/782,54-55=-1322/782, 55-56=-13221782,19-56=-1322/782, 19-57=13221782, 18-57=1322f782, 18-58=1322/782, 58-59=1322/782, 17-59=-1322f782,17-60=-366/2043, 60-01=-366/2043, 16-61=-366/2043, 14-16=-36612011 WEBS 5-26=-1951/4603, 23-25=3869/1653, 6-25=-285/733, 6-23=-2392/1504, 6-21=-215612972, 8-21=-1074/51 1, 8-20=-376/965, 9-20=-661/407, 11-20=-1616/1220,11-19=-2642/1616, 13-16=-211710, 11-17=910/2909, 12-17=-705/430,13-17=-909/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph: TCDL=5.Opsf: BCDL=5.Opsf; h=16ff; 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-M 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 201 lb uplift at joint 2, 2460 lb uplift at joint 23, 1811 lb uplift at joint 19 and 284 lb uplift at joint 14. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10. 11, 12, 13, 15, 16, 17, 18, 30, 31. 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. L.onunueo on page z tq.h.0 }h m.. Y'1l rro tlls6 iMn Q0111 AU L wumu&nsmv1,wer• u=jrA%r Yn. irtt ow p. - -1 mW..- W Lmshrip kng11!l milk sn" I Imi. u! W-Sknr.. N kku d-WW w k 0Lsr Y1n o•e. fttud Y.milklk1L'krtr I..hml>tat iL.SI irllt¢lkvi wlY.qe.d...upn/lkr.M:umi.v.m^WhYkltaQllkuf M.lgalall e ry, rellll fklm en t mi.rumir r 1 Anthony T. Tombo III, P.E. rm.4n!.mk r pnr,mps M4lko...ka..r..rmrp.rkv k..,.lkm.a4lkRlkocmiraldr yorminu lk..44rt mi krm..srLm.mi.+yw..r..o+rmit..,rklkm,pm:g4 3 80083 r l.>y kupr.lr s u.m,u..lknrmirpra,mipnlkn4lkrr lq..sa.sr.r lgr.u4.shmmisu..e r pr. aFl.i,.Ynywii.mi.n/lk Yns Ep.,loo M.p lq.urinu b.Ytn.An M51 St. Lude Blvd. wnn.WM.Iry .i.P m 4hi1 ksnd.l lkhm ksslhp.Yllkrryku•.,1ru l.m hp.tgmiq MWWW..-i Whi Fort Pierce, FL 3046 gpitlrOMIIAIIadfmus Ardrq Llr.m, tl. trpsrlmun dikh to m,u or Tom isp hiblhdvdwr Ak aim Krossi 6N Ad tud fnsus-Ardrry f. Tub 11, r1. Job Truss Truss Type city Ply HOMES / SEASIDE V1 A0212067 WRCSSI DT A01 GT Hip Girder 1 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@albuss.com NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 355 lb down and 289 lb up at 7-M, 60 lb down and 141 lb up at 9-0-12, 60 lb down and 141 lb up at 11-0-12, 60 lb down and 141 lb up at 13-0-12, 123 lb down and 125 lb up at 15-0-12, 120 Ib down and 124 lb up at 17-0-12, 120 lb down and 124 lb up at 19-0-12, 120 lb down and 124 lb up at 21-0-12, 120 lb down and 124 lb up at 23-0-12, 120 lb down and 124 lb up at 25-0-0, 120 lb down and 124 lb up at 26-11-4, 120 lb down and 124 lb up at 28-11-4, 120 lb down and 124 lb up at 30-11-4. 123 lb down and 125 lb up at 32-11-4, 123 lb down and 125 lb up at 34-11-4. 123 lb down and 125 lb up at 36-11-4, 123 lb down and 125 lb up at 38-11-4, and 123 lb down and 125 lb up at 40-11-4, and 219 lb down and 222 lb up at 43-" on top chord, and 412 lb down and 198 lb up at 7-0-0, 345 lb down and 154 lb up at 9-0-12 345 lb down and 154 lb up at 11-0-12, 345 lb down and 154 lb up at 134-4, 88 lb down at 15-0-12, 90 lb down and 96 lb up at 17-0-12, 90 lb down and 96 lb up at 19-0-12, 90 lb down and 96 lb up at 21-0-12, 90 lb down and 96 lb up at 23-0-12, 90 lb down and 96 lb up at 25-M, 90 lb down and 96 lb up at 26-11-4, 90 lb down and 96 lb up at 28-114. 90 lb down and 96 lb up at 30-11-4, 88 lb down at 32-114, 88 lb down at 34-11-4. 88 lb down at 36-11-4, 88 lb down at 38-114, and 88 lb down at 40-11-4, and 413 lb down and 94 lb up at 42-114 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: 14=-00, 4-13=-60, 13-15=-60, 27-28=-20, 3-25=-20, 24-31=-20 Concentrated Loads (lb) Vert: 4=-327(B) 7=-120(B) 13=-172(B) 5=65(B) 26=412(B) 25=345(B) 21=-73(B) 8=-120(B) 16=413(B) 10=-120(B) 34=65(B) 35=65(B) 36=-123(B)37=120(13)38=-120(B)39=-120(B) 40=-120(B) 41=-120(B) 42=-123(B) 43=-123(B) 44=-123(B) 45=-123(B) 46=-123(B) 47=-345(B) 48=-345(B)49=-71(B)50=-73(B)51=-73(B)52=73(13) 53=-73(B) 54=-73(B) 55=-73(B) 56=-73(B) 57=-71(B) 58=-71(B) 59=-71(8) 60=71(13) 61=71(B) 4) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-2=43, 24=22, 4-13=34. 13-14=23. 14-15=14, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-53, 24=-32, 6-7=-44, 13-14=33, 14-15=24 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=196(B)7=80(B)13=133(B)5=7(B)26=174(B) 25= 1 44(B) 21 =86(B) 8=80(B) 16=70(B) 1 0=80(B) 34=7(B) 35=7(B) 36=81(B) 37=80(B) 38=80(B) 39=80(B) 40=80(B) 41 =80(B) 42=81 (B) 43=81 (B) 44=81(B) 45=81(B) 46=81(B) 47=144(B) 48=144(B) 49=-25(B) 50=86(B) 51 =86(B) 52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=86(B) 57=-25(B) 58=-25(B) 59=-25(B) 60=25(B) 61=-25(8) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=14, 2-4=23, 4-13=34. 13-14=22, 14-15=43, 27-28=-10,3-25=-10,23-24=-10,19-23=46, 19-31=-10 Horz: 1-2=-24, 24=-33, 6-7=-44, 13-14=32, 14-15=53 Drag: 4-5=0 Concentrated Loads (Ib) Continued on page 3 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 13:59:03 2018 Page 2 ID.P42uXRd_N21 gP?afFS_28yAdr-SVu6fpRGScwLb3PiF2ppPcMNukHguJKN1NbREYn!Pe6 Standard Vert: 4=195(B) 7=80(B) 13=133(B) 5=7(B) 26=174(B) 25=144(B) 21=86(B) 8=80(B) 16=70(B) 1 0=80(B) 34=7(B) 35=7(B) 36=81 (B) 37=80(B) 38=80(B) 39=80(B) 40=80(B) 41=80(B) 42=81(B) 43=81(B) 44=81(B) 45=81(B) 46=81(B) 47=144(B) 48=144(B)49=-25(B)50=86(B)51=86(B)52=86(B) 53=86(8)54=86(B)55=86(B)56=86(B)57=-25(B) 58=-25(B) 59=-25(B) 60=25(B) 61=-25(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-6, 4-13=6, 13-14=-5, 14-15=4, 27-28=-20, 3-25=-20, 23-24=20, 19-23=36, 19-31=-20 Horz: 1-2=-23, 2-4=-14, 6-7=-26, 13-14=15, 14-15=24 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=264(B) 7=108(B) 13=197(B) 5=35(B) 26=198(B)25=154(B)21=96(B)8=108(B)16=94(B) 10=108(B) 34=35(8) 35=35(B) 36=109(B) 37=108(B) 38=108(B) 39=108(B) 40=108(B) 41=108(B) 42=109(B) 43=109(B) 44=109(B) 45=109(B)46=109(B)47=154(B)48=154(B) 49=-15(B)50=96(B)51=96(B)52=96(B)53=96(B) 54=96(B) 55=96(B) 56=96(B) 57=-15(B) 58=-15(B) 59=-15(B) 60=-15(B) 61=-15(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=l 60, Plate Increase=l 60 Uniform Loads (plo Vert: 1-2=4, 2-4=-5, 4-13=6, 13-14=-6. 14-15=3, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36, 19-31=20 Horz: 1-2=-24, 2-4=-15, 6-7=-26, 13-14=14, 14-15=23 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=263(B) 7=108(B) 13=197(B) 5=35(B) 26=198(B) 25=154(B) 21=96(B) 8=108(B) 16=94(B) 10=108(B) 34=35(B) 35=35(B) 36=109(B) 37= 1 08(B) 38= 1 08(B) 39= 1 08(B) 40= 1 08(B) 41=108(B) 42=109(B) 43=109(B) 44=109(B) 45=109(B) 46=109(B) 47=154(B) 48=154(B) 49=15(B) 50=96(B) 51=96(B) 52=96(B) 53=96(B) 54=96(B)55=96(B)56=96(B)57=-15(B)58=-15(13) 59=-15(B)60=-15(B)61=-15(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=25, 2-4=34, 4-13=18, 13-14=18. 14-15=9, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-35, 2-4=-44, 6-7=-28, 13-14=28, 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=202(B)7=96(8)13=158(B)5=23(B) 26=174(B)25=144(B)21=86(B)8=96(8)16=70(B) 10=96(B) 34=23(B) 35=23(B) 36=97(B) 37=96(B) 38=96(B)39=96(B)40=96(8)41=96(9)42=97(B) 43=97(B) 44=97(B) 45=97(B) 46=97(B) 47=144(B) 48=144(B) 49=-25(B) 50=86(B) 51=86(B) 52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=W(B) 57=-25(B) 58=-25(B) 59=25(B) 60=-25(B) 61=25(1]1) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=9, 2-4=18, 4-13=18, 13-14=34. 14-15=25. 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46. 19-31=-10 Horz: 1-2=-19, 2-4=-28, 6-7=-28, 13-14=44, 14-15=35 Drag: 4-5=0 Concentrated Loads (lb) Standard Vert: 4=221(B) 7=96(B) 13=139(B) 5=23(B) 26=174(B)25=144(B)21=86(B)8=96(6)16=70(B) 10=96(B) 34=23(B) 35=23(B) 36=97(B) 37=96(B) 38=96(B) 39=96(B) 40=96(B) 41 =96(B) 42=97(B) 43=97(B) 44=97(B) 45=97(B) 46=97(B) 47=144(B) 48=144(B) 49=-25(B) 50=86(B) 51 =86(B) 52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=86(B) 57=-25(B) 58=-25(B) 59=-25(B) 60=-25(B) 61=-25(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=25, 2A=34, 4-13=18. 13-14=18, 14-15=9, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=10 Horz: 1-2=-35, 2-4=-04, 6-7=-28, 13-14=28, 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=202(B)7=96(B)13=158(B)5=23(B) 26=174(B) 25=144(B) 21=86(B) 8=96(B) 16=70(B) 10=96(B) 34=23(B) 35=23(B) 36=97(B) 37=96(B) 38=96(B) 39=96(B) 40=96(B) 41 =96(B) 42=97(B) 43=97(B)44=97(8)45=97(B)46=97(B)47=144(B) 48=144(B) 49=25(B) 50=86(B) 51=86(B) 52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=86(B) 57=-25(B) 58=-25(8)59=-25(B)60=-25(B)61=-25(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=9, 2-4=18, 4-13=18, 13-14=34. 14-15=25, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-19, 2-4=-28, 6-7=-28, 13-14=44, 14-15=35 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=221(B) 7=96(B) 13=139(B) 5=23(B) 26=174(B)25=144(B)21=86(B)8=96(B)16=70(B) 10=96(B) 34=23(B) 35=23(B) 36=97(8) 37=96(B) 38=96(B) 39=96(B) 40=96(B) 41=96(B) 42=97(B) 43=97(B) 44=97(B) 45=97(B) 46=97(B) 47=144(B) 48=144(B) 49=-25(B) 50=86(B) 51=86(B) 52=86(B) 53=86(B) 54=86(B) 55=86(B) 56=86(B) 57=-25(B) 58=-25(B) 59=-25(B) 60=-25(B) 61 =-25(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=6, 4-13=-10, 13-14=-10, 14-15=-1, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36,19-31=-20 Horz: 1-2=-35, 2-4=26, 6-7=10, 13-14=10, 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=270(B) 7=124(B) 13=222(B) 5=51(B) 26=198(B) 25=154(B) 21=96(B) 8=124(B) 16=94(8)10=124(B)34=51(B)35=51(B) 36=125(B) 37=124(B) 38=124(B) 39=124(8) 40=124(B) 41=124(B) 42=125(B) 43=125(B) 44=125(B) 45=125(B) 46=125(B) 47=154(B) 48=154(B) 49=15(B) 50=96(B) 51=96(B) 52=96(B) 53=96(B)54=96(B)55=96(B)56=96(B)57=-15(13) 58=-15(B) 59=-15(B) 60=-15(B) 61=15(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-4=-10, 4-13=-10, 13-14=6, 14-15=15, 27-28=-20, 3-25=-20, 23-24=20, 19-23=36,19-31=-20 Horz: 1-2=-19, 2-4=-10, 6-7=-10, 13-14=26, 14-15=35 Drag: 4-5=0 mq.iwr.:o..r'e!toa!vxsrv'do'i nui!ene!atr amtc!ryurnueaterr. o-h„rerr:r,.!rs..,.s,r>•!Pelrrwgi!.r.,e!.nrr,uwm.,.s tlnM,uOEd.rni.rl rtn+..surrerrrm.rueeersr t4,Cuyng6y.nrsr.qnr:qmm.sc.p.etr t.wqr.q:a.+rrar r.f!.:p.dorur..etn!ttn*.u.p.tragrrt.r!r AnthonyT.TomboIII, P.E. r. r:!.srgrr er.!.ra...ro..rs.rm..p.rwyrsl.,.rre rrr rrririy.rrnu r r!(rrgru .err errq u.*..arrrt..rra r.y.req+ 4 SM3 rri( grp..t.ra urnvr.rurrrr.aer rry[ +s.u r.pugirbee.rnrvu.r r r nneenrn,rn rr:rm r mr,Q.,imsk.5,!q...un:rm:. ems, 4451 St. Lucie Blvd. Anurr M.l..a.l..l!irrn.n6l 1. Fen rC}l...n Nir Wylm*..•S,u S.m lip../q Whr Yy.el uarnnMM.iM1I ztFort Dlerce, FL 7aW6 griitYi01011Ad1ult: nus ArO.ryl.IonS.tD,tJ. teed.oiaiiIJ islru.n,uot!wahFA iteirdup!0mk*lrls.istu.h..ilradlrnus-klisnLlea.m,r.l. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 A0212067 WRCSSIDT A01GT Hip Girder 1 1 Job Reference (optional) At Root Trusses, Fort Pierce, FL 34946, design(a]altruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=289(B) 7=124(B) 13=203(B) 5=51(B) 26=198(B) 25=154(B) 21=96(B) 8=124(B) 16=94(B) 10=124(B) 34=51(B) 35=51(B) 36=125(B) 37=124(B) 38=124(B) 39=124(B) 40=124(B) 41=124(B) 42=125(B) 43=125(B) 44=125(B) 45=125(B) 46=125(B) 47=154(B) 48=154(B) 49=-15(B) 50=96(B) 51=96(B) 52=96(B) 53=96(B) 54=96(B) 55=96(B) 56=96(B) 57=-15(13) 58=-15(B) 59=15(B) 60=- 1 5(B) 6 1 =- 1 5(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-33, 2-4=-40, 4-13=31, 13-14=-39, 14-15=-32, 27-28=-20, 3-25=-20, 23-24=20, 19-23=22,19-31=-20 Horz: 1-2=-17. 2-4=-10, 6-7=-19, 13-14=11, 14-15=18 Drag: 4-5=0 Concentrated Loads (lb) Vert:4=244(B)7=78(B)13=144(B)5=93(B) 26= 1 29(B) 25=97(B) 2 1 =68(B) 8=78(B) 16=49(B) 10=78(8) 34=93(B) 35=93(B) 36=78(B) 37=78(B) 38=78(B) 39=78(B) 40=78(B) 41=78(B) 42=78(B) 43=78(B) 44=78(B) 45=78(B) 46=78(B) 47=97(B) 48=97(B) 49=- 1 5(B) 50=68(B) 51 =68(B) 52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=68(B) 57=-15(B) 58=-15(B) 59=15(B) 60=-15(B) 61=15(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=l 60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-4=39, 4-13=-31, 13-14=-40, 14-15=-33, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22,19-31=-20 Horz: 1-2=-18, 2-4=11, 6-7=19, 13-14=10, 14-15=17 Drag:4-5=0 Concentrated Loads (Ib) Vert:4=244(B)7=78(B)13=144(B)5=93(B) 26=129(B)25=97(B)21=68(B)8=78(B)16=49(B) 10=78(B) 34=93(B) 35=93(B) 36=78(B) 37=78(B) 38=78(B) 39=78(B) 40=78(B) 41=78(B) 42=78(B) 43=78(B) 44=78(B) 45=78(B) 46=78(B) 47=97(B) 48=97(B) 49=15(B) 50=68(B) 51=68(B) 52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=68(B) 57=-15(B) 58=-15(B) 59=-15(B) 60=-15(B) 61=-15(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-4=31, 4-13=43, 13-14=-43, 14-15=-36, 27-28=20, 3-25=-20, 23-24=-20, 19-23=22, 19-31=-20 Horz: 1-2=-26, 2-4=19, 6-7=-7, 13-14=7, 14-15=14 Drag:4-5=0 Concentrated Loads (lb) Vert: 4=249(B) 7=90(B) 13=163(B) 5=105(B) 26=1 29(B) 25=97(B) 21 =68(B) 8=90(B) 16=49(B) 10=90(B)34=105(B)35=105(B)36=90(B)37=90(B) 38=90(B) 39=90(B) 40=90(B) 41=90(B) 42=90(B) 43=90(B) 44=90(B) 45=90(B) 46=90(B) 47=97(B) 48=97(B) 49=15(B) 50=68(B) 51=68(B) 52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=68(B) 57=-15(B) 58=-15(B) 59=-15(B) 60=15(B) 61=-15(8) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-4=-43, 4-13=-43, 13-14=-31, 14-15=-24, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22,19-31=-20 Horz: 1-2=-14, 2-4=-7, 6-7=7, 13-14=19, 14-15=26 Drag: 4-5=0 Concentrated Loads (lb) 8 120 s Nov 12 2017 MiTek Industne5, Inc. Mon Jan 8 13:59.03 2018 Page 3 ID:P42uXRd_Kj2lgP?afFS 28yAdrr-SVu6fpRGScwLb3PiF2ppPcMNukHguJKNYJbREYzxPe6 Standard Vert: 4=263(B) 7=90(B) 13=149(B) 5=105(B) 26=129(B)25=97(B)21=68(B)8=90(B)16=49(B) 10=90(B) 34=105(B) 35=105(B) 36=90(B) 37=90(6) 38=90(B) 39=90(B) 40=90(B) 41 =90(B) 42=90(B)43=90(B)44=90(B)45=90(B)46=90(B) 47=97(8) 48=97(B) 49=15(B) 50=68(B) 51=68(B) 52=68(B) 53=68(B) 54=68(B) 55=68(B) 56=68(B) 57=15(B)58=-15(B) 59=-15(B)60=-15(B) 61=-15(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=43, 2-4=22, 4-13=34, 13-14=23. 14-15=14,27-28=-10,3-25=-10,23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-53, 2-4=-32, 6-7=-44, 13-14=33, 14-15=24 Drag: 4-5=0 Concentrated Loads (Ib) Vert: 4=297(B) 7=-85(B) 13=150(B) 5=-60(B) 26=-201(B) 25=-157(B) 21=58(e) 8=85(e) 16=-234(B) 10=-85(B) 34=-60(B) 35=-60(B) 36=-86(B)37= 85(B)38=-85(B)39=-85(B) 40=-85(B) 41=85(B) 42=86(B) 43=-86(B) 44=-86(B)45=-86(B)46=-86(B)47=-157(B) 48=-157(B) 49=57(B) 50=-58(B) 51=58(B) 52=-58(B) 53=-58(B) 54=-58(B) 55=58(B) 56=58(B) 57=-57(B) 58=-57(B) 59=-57(B) 60=-57(B) 61=57(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=14, 2-4=23, 4-13=34, 13-14=22. 14-15=43, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46,19-31=-10 Horz: 1-2=-24, 2-4=33, 6-7=44, 13-14=32, 14-15=53 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-298(B) 7=-85(B) 13=-150(B) 5=-60(B) 26=-201(B) 25=-157(B) 21=58(131) 8=-85(B) 16=-234(B) 10=85(B) 34=-60(B) 35=-60(B) 36=-86(B) 37=-85(B) 38=-85(B) 39=-85(B) 40=-85(B) 41=-85(B) 42=-86(B) 43=86(B) 44=-86(B) 45=-86(B) 46=-86(B) 47=-157(B) 48=157(B) 49=-57(B) 50=-58(B) 51=58(1]1) 52=-58(B) 53=-58(B) 54=-58(B) 55=58(B) 56=-58(B) 57=-57(B) 58=57(B) 59=-57(B) 60=57(B) 61=-57(B) 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-6, 4-13=6, 13-14=-5, 14-15=4, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36, 19-31=-20 Horz: 1-2=-23, 24=-14, 6-7=-26, 13-14=15, 14-15=24 Drag:4-5=0 Concentrated Loads (lb) Vert: 4=-229(B) 7=-56(B) 13=-82(B) 5=-32(B) 26=-176(B) 25=-147(B) 21=48(8) 8=-56(B) 16=-210(B) 10=-56(B) 34=32(Bl 35=-32(B) 44=-57(B) 45=57(B) 46=-57(B) 47=-1 48=-147(B) 49=47(B) 50=-48(B) 51=- 52=-48(B) 53=48(B) 54=48(B) 55=-48(B) 56=-48(B) 57=47(B)58=47(B)59=47(B) 60=-47(B)61=47(B) 33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Standard Vert: 1-2=4, 2-4=-5, 4-13=6, 13-14=-6, 14-15=3, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36, 19-31=-20 Horz: 1-2=-24, 24=-15, 6-7=-26, 13-14=14, 14-15=23 Drag:4-5=0 Concentrated Loads (lb) Vert: 4=229(B) 7=-56(B) 13=-82(B) 5=-32(B) 26=-176(B) 25=-147(B) 21=48(B) 8=56(B) 16=-210(B) 10=-56(B) 34=32(B) 35=-32(B) 48=-1 60=-47(B) 61=-47(8) 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=25, 2-4=34, 4-13=18, 13-14=18, 14-15=9, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-35, 2-4=44, 6-7=-28, 13-14=28, 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-291(B) 7=-68(B) 13=-136(B) 5=-44(B) 26=-201(B) 25=-157(B) 21=-58(B) 8=-68(B) 16=-234(B)10=-68(B) 34=-44(B) 35=-44(B) 36=-69(B) 37=-68(B) 38=-68(B) 39=-68(B) 40=-68(B) 41=-68(B) 42=-69(B) 43=-69(B) 44=-69(B) 45=-69(B) 46=-69(B) 47=-157(B) 48=-157(B) 49=-57(B) 50=-58(B) 51=-58(B) 52=-58(B) 53=-58(B) 54=-58(B) 55=-58(B) 56=-58(B) 57=57(B) 58=-57(B) 59=57(6) 60=-57(B) 61 =-57(B) 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plq Vert: 1-2=9,2-4=18,4-13=18,13-14=34,14-15=25, 27-28=10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=19, 2-4=-28, 6-7=-28, 13-14= 4, 14-15=35 Drag:4-5=0 Concentrated Loads (lb) Vert: 4=-272(B)7=-68(B)13=-147(B)5=-44(B) 26=-201(B) 25=-157(B) 21=-58(B) 8=-68(B) 16=-234(B)10=-68(B)34=-44(B)35=-44(B) 44=-69(B) 45=-69(B) 46=-69(B) 47=157(B) 48=-157(B) 49=-57(B) 50=-58(B) 51=-58(B) 52=-58(B) 53=-58(B) 54=-58(B) 55=-58(B) 56=-58(B) 57=-57(B) 58=-57(B) 59=57(B) 60=-57(B) 61=57(B) 36) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=25,2-4=34,4-13=18,13-14=18,14-15=9 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=-35, 2-4=-44, 6-7=-28, 13-14=28. 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Continued on page 4 rry r.Mry m.. r'u me rrr. (ttuo'yaou rvs. rau e rnroyverluac.urr..r ti nnr,r r.nw r nr r.„m,a,yti.r rr.r r r W a rt uo-,.n Owwn u. r.n mr.w Ita+..Y rin n/wr ud Y,WYwiR.Mrl. r M lo 4dli-SIT..Yu.f eee.w Ir1 .4 nP M kky kvf M yQlo nl.h..0 Rll rrY+Ta W7u1..+.rIR Anthony T. Tomla(q, P E. I Y lilnl gMYrhM nNtlHI YO.r`.YO.'.iM r..bYiY1r+,.4rn bRYldeYdNl fi.11M.h Mt5 n1.1kL v/41r.u.h(kJ dT..YY.dYa7J AYYnMnilfi 980083 r u.y r,q.rrr.v u.,nvw.rnlrk Aanm dwyr.wr lrsluslrrk,w4rnr vu.,,r.. drpdpd- lrrF.:r.,.1.n..tryrr.n.wtiArkFmMq.4lwhmrYl MY.,.h,ul.u.ln.wMalrNlnyucruannm.w.mr. Fort LureBlvd. Foort Pierce, R 34946 grrirL9 fllA Ad rod(ms-n d.6.ry l.locLID, 1! Itpdmiadd'nMmn,i.gtam itfJili¢I mwr rM A I lad lntut A.M11.Iod. N,11. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIDT A01GT Hip Girder 1 1 A0212067 Job Reference (optional) Al Hoot trusses, Fort Pierce, FL 34946, designoaltruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=291(13) 7=-68(B) 13=136(13) 5=-44(B) 26=-201(B) 25=-157(B) 21=58(B) 8=-68(B) 16=234(B) 10=-68(B) 34=-44(B) 35=-44(B) 36=-69(B) 37=-68(B) 38=-68(B) 39=-68(B) 40=-68(B) 41=-68(B) 42=-69(B) 43=-69(B) 44=-69(B) 45=69(B) 46=-69(B)47=-157(B)48=-157(B)49=57(13) 50=-58(B) 51 =58(B) 52=-58(B) 53=-58(B) 54=-58(B) 55=-58(B) 56=-58(B) 57=-57(B) 58=-57(B) 59=57(B) 60=57(B) 61=-57(B) 37) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert, 1-2=9, 2-4=18, 4-13=18, 13-14=34, 14-15=25, 27-28=-10, 3-25=-10, 23-24=-10, 19-23=46, 19-31=-10 Horz: 1-2=19. 2-4=-28, 6-7=-28, 13-14=44, 14-15=35 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-272(B) 7=-68(B) 13=-147(B) 5=-44(B) 26=-201(B) 25=-157(B) 21=-58(B) 8=-68(B) 16=-234(B) 10=-68(B) 34=-44(B) 35=-44(B) 36=-69(B) 37=S8(B) 38=-68(B) 39=-68(B) 40=-68(B) 41 =-68(B) 42=-69(B) 43=-69(B) 44=-69(B) 45=-69(B) 46=-69(B)47=-157(B)48=-157(B)49=57(13) 50=-58(B) 51=-58(B) 52=-58(B)53=-58(B) 54=58(B) 55=-58(B) 56=-58(B) 57=57(B) 58=57(B) 59=-57(B) 60=57(B) 61=-57(B) 38) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel, Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=6, 4-13=-10, 13-14=-10, 14-15=-1, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36, 19-31=-20 Horz: 1-2=-35, 2-4=26, 6-7=-10, 13-14=10, 14-15=19 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-223(B)7=-40(B) 13=-68(B) 5=-15(B) 26=176(13) 25=-147(B) 21=-48(B) 8=40(B) 16=210(B)10=-40(B) 34=-15(B) 35=15(13) 36=41(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(8) 41=-40(B) 42=-41(B) 43=-41(B) 44=-41(8) 45=-41(B) 46=-41(e)47=-147(B)48=-147(B)49=47(B) 50=-48(8) 51=48(B) 52=48(B) 53=48(B) 54=48(B) 55=48(B) 56=-48(B) 57=47(B) 58=47(B) 59=47(B) 60=47(B) 61=-47(B) 39) Reversal: Dead + 0 6 MWFRS Wind (Neg. Internal) 2nd Parallel- Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 24=-10, 4-13=-10, 13-14=6, 14-15=15, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=36, 19-31=-20 Horz: 1-2=-19, 24=-10, 6-7=-10, 13-14=26, 14-15=35 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-204(B) 7=40(8) 13=-79(B) 5=-15(B) 26=-176(B) 25=-147(B) 21=-48(B) 8=-40(B) 16=-210(8)10=40(B) 34=-15(B) 35=-15(B) 36=41(B) 37=40(B) 38=40(B) 39=40(B) 40=-40(B) 41=40(B) 42=41(B) 43=41(B) 44=41(B) 45=-41(B) 46=41(8) 47=147(B) 48=-147(B) 49=47(B) 50=48(B) 51=48(B) 52=-48(B) 53=48(B) 54=48(8) 55=48(e) 56=48(B) 57=47(B) 58=-47(B) 59=47(B) 60=47(B) 61=47(B) 40) Reversal: Dead + 0.75 Roof Live (bal.) + 0 75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60 Plate Increase=1.60 Uniform Loads (plf) 6.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 13:59.03 2018 Page 4 ID:P42uXRd_Kj21 gP?afFS_28yAdrrSVu6fpRGScwLb3PiF2ppPrMNukHguJKN WbREYzxPe6 Standard Vert: 1-2=-33, 2-4=40, 4-13=-31, 13-14=-39, 14-15=32, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22, 19-31=-20 Horz: 1-2=17. 2-4=-10. 6-7=19, 13-14=11, 14-15=18 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-289(8) 7=-88(B) 13=-113(B) 5=13(B) 26=-297(B) 25=-251(B) 21=-61(B) 8=-88(B) 16=-307(B) 10=-88(8)34=-13(B)35=-13(B) 36=-89(B) 37=-88(B) 38=-88(B) 39=-88(B) 40=-88(B) 41=-88(B) 42=89(B) 43=-89(B) 44=-89(B) 45=-89(B) 46=-89(B) 47=251(B) 48=251(B) 49=-59(B) 50=-61(B) 51=-61(B) 52=-61 (B) 53=-61 (B) 54=-61 (B) 55=-61 (B) 56=-61 (B) 57=-59(B) 58=-59(B) 59=-59(B) 60=-59(B) 61 =-59(B) 41) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-4=-39, 4-13=31, 13-14=40, 14-15=-33, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22,19-31=-20 Horz: 1-2=-18, 2-4=-11. 6-7=-19, 13-14=10, 14-15=17 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=289(131) 7=-88(B) 13=-113(B) 5=-13(B) 26=-297(B) 25=-251(B) 21=-61(B) 8=48(B) 16=-307(B) 10=-88(B) 34=13(B) 35=-13(B) 36=-89(B) 37=-88(B)38=-88(8)39=-88(B) 40=-88(B) 41 =-88(B) 42=-89(B) 43=-89(B) 44=-89(B) 45=-89(B) 46=-89(B) 47=-251 (B) 48=-251(B) 49=-59(B) 50=-61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B) 56=-61(B) 57=59(B) 58=-59(B) 59=-59(B) 60=-59(B) 61=59(13) 42) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-24, 2-4=-31, 4-13=43, 13-14=-43, 14-15=-36, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22, 19-31=-20 Horz: 1-2=-26, 2-4=-19, 6-7=-7, 13-14=7, 14-15=14 Drag: 4-5=0 Concentrated Loads (lb) Vert: 4=-284(B)7=-76(B)13=-102(B)5=-1(B) 26T297(B) 25=-251(B) 21=-61(B) 8=-76(B) 16=-307(B) 1 0=-76(B) 34=1 (B) 35=-1 (B) 36=-77(B) 37=-76(B) 38=76(B) 39=-76(B) 40=-76(B) 41 =-76(B) 42=-77(B) 43=-77(B) 44=-77(B) 45=-77(B) 46=-77(B) 47=-251 (B) 48=-251(B) 49=59(B) 50=-61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B) 56=61(B) 57=-59(B) 58=-59(B) 59=-59(B) 60=-59(B) 61 =-59(B) 43) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 24=43, 4-13=-43, 13-14=-31, 14-15=24, 27-28=-20, 3-25=-20, 23-24=-20, 19-23=22, 19-31=-20 Horz: 1-2=-14, 2-4=-7, 6-7=-7, 13-14=19, 14-15=26 Drag: 4-5=0 Concentrated Loads (lb) Standard Vert: 4=-270(B) 7=-76(B) 13=-111(B) 5=1(B) 26=-297(B) 25=-251 (B) 21 =-61 (B) 8=-76(B) 16=-307(B) 10=76(B) 34=-1(B) 35=-1(B) 36=-77(B) 37=76(13) 38=-76(B) 39=-76(B) 40=-76(B) 41 =-76(B) 42=-77(B) 43=-77(B) 44=-77(B)45=-77(B)46=-77(8)47=-251(B) 48=251(B) 49=-59(B) 50=-61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B) 56=-61(B)57=-59(B) 58=-59(B)59=-59(B) 60=-59(B) 61=59(B) f-6..prim..r',ItoTIM tMI11,ROuUun9iauaatMIDIwinuncciwurrk.i war!r.,u ht . om,r .,,or..,rn.r. IYI.s,s.I.tstlY.u1ku11G.Mrtl,,.MIL4 P-lFdli6tr.lEl,pum..c,p,Y,.t'.,.i m„4.!kYMq kutM:1 W YIi h.r011 htv'at.r et .lub.t..11q Anthony T. Tombo ill, P.E. t IkgWdgdt7rrqw..OUT-w yrrrr,..,w.rk.,r,a rny.,:h 180083 l.l"k.t..(w'ti u.,ur.rtrrrr.a.m n00.wytrdtwn m.IpstW dFtnrtn..,d.,erre" W- uimnr.y.rrr,ru,rin,e,4•t••tpty.,ri.,,..r.. em 4451 St. Lucie Blvd. grFort Pierce, FL 34446 gyrgM D 11114 I lod lmut Ic4nl L I.nl. f, IJ. kpratis rl dif I.we. u dry fua it pJl'rtd1.A.r tM wdlr. rn iftiu hw (I I.d hnur Acdrq I.Iml. d, y!. Job Truss Truss Type ory PtY RYAN HOMES / SEASIDE V1 WRCSSIDT A02T Hip 1 1 A0212068 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print. 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:37 2018 Page 1 ID:P42uXRd_Kj2lgP?afFS_28yAdrr-BUXWiolRhAUzbcLVhV?o7OKFyCyMk5TLw2vpvVzxOg8 2-9-8 , 9-0-0 13-2-8 15 8-0 23-10-0 32-" 41-0-0 50-0 0 51-0r0 i-0 b 26 2 8 4-2 B 2-5_8 8-2-0 B-2-0 Dead toad Dell. = 1/4 in 2x4 II 5. 00 F12 5x8 = 3x4 II 3x8 = 3x6 = 3x8 = 5x6 11 4 5 6 7 8 7 10 t Sx 10 22 2x4 II = 19 18 17 4x6 = 2x4 II 3x4 II 5x6 = 34 = 2- 9-8 . 9-" 13-2-8 .15-8-0, 23-10-0 LOADING( psf) SPACING- 0 2-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 'Except' 133: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-6 oc bracing. WEBS 1 Row at midpt 6- 16, 9-16, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 043-0. lb) - Max Horz 2= 68(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2 except 18=-932(LC 9), 15=-054(LC 8), ll=- 180(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2 except 18=2051(LC 23), 15=1294(LC 24), 11=691(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-350/642, 4-5=-917/1697, 5- 6=-925/1707, 6-7=23/771, 7-8=-23/771, 8- 9=-23/771, 9-10=-744/518, 10- 11=-884/457 BOT CHORD 3- 21=-519/531, 20-21=-507/530, 17- 18=-1757/1137,16-17=1757/1137, 15- 16=-349/369, 14-15=349/369, 13- 14=-349/369, 11-13=-242/752 WEBS 4- 21=0/284, 4-20=-1414/827, 18- 20=-1843/1167,6-18=-1144/891, 6- 16=1430/1535, 7-16=-479/436, CSI. TC 0.71 BC 0.88 W B 0.69 Matrix - MS 16 15 74 13 3x8 = US 11 3x6 = 34 = 41 DEFL. in (loc) I/defl Ud Vert( LL) 0.30 13-28 >730 240 Vert( CT) -0.4113-28 >524 180 Horz( CT) 0.12 18 n/a n/a WEBS 4- 21=0/284, 4-20=-1414/827, 18- 20=-1843/1167,6-18=-1144/891, 6- 16=-1430/1535,7-16=479/436, 9- 16=-744/343,9-15=-11341997, 9- 13=-642/1156, 10-13=-222/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 Irve 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-" tall by 2-M 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) 2 except Qt=1b) 18=932, 15=854, 11=180. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-10=-60, 10-12=-00, 22-23=-20, 3- 20=20, 19-26=-20 1 4x6 = PLATES GRIP MT20 244/190 Weight: 240 lb FT = 0% ri.,, r.Mry.,..d•uroartnw;vuulauu!!tanrt;yaant vt7lx.t u+rr. nnr t+r.rr,.r,u.,,r,r..(ntfrrer.!t!,rt.erir,tknm.,.. r„M..md.eia4 r1n/ n, ud Y,rrr R krrl I,a Mtl hp.C!My11MQ.dur..Iry 4rm.v.,Ir Rh i let ryrJY YYM Yu M:yRJoY1f1.¢.r.11ll h.s nulrLYG ulwtt+Yq Anthony Tomb0111, PE. d. u biwn6rF11 bYiry.dY1/YQ.n.YAr',.YRe..YYWrk,r..YaMi/YRrldrNl.i/akrml hgrmllV Llrryldl.u/Yf u Al lnhr,r*..i'rY.7.iYYmr,Wr1 S80083 rlstyl, xrl,ev.Y.q,uM.hmlrY!.drri,bMyf rySNliarlW!Y6,1orSGntr lrprrrnoFl nYrty.ii rtln rYn,lp.,LmMgtrrrrinnratfwdo 4451St. LudeBlvd. rMN WI., traa*Ngra.n h•rr, xnY,l IY ks,Ysrla.e1C1•Iry Yvt,•hn, S.Orhpalr7 rlhr tlupW rune W.tTL Fort Pierce, FL 74446 q N 0 f01f 6 1 lad hatut ladny I.IrSa 10, 1.1. It ualamoa d dda 1rwn, o ur hra it albael.drn da mm Irraos,ia trr 4d lad fms•t • Ae4M I. laada N, I.E. Job Truss Truss Type oty Ply HOMES / SEASIDE v1WRCSSIDTAO3THip11A0212O69FRbYANReference (optional) m i moor i russes, ron rierce, rt_ mono, aesign(a alwss.com 1-M 2-9-8 . 7-7-5 . 11-0-0 .13-2-8. 15-8.0. 2 Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:38 2018 Pagel Dead Load Dell. = 318 in Sx8 = 3x4 II 4100 = 2x4 II 34 = 3x8 = 5x6 —_ 500 F12 5 6 7 T1 8 9 i F - WINIt: pppp Q 131q 40 24 500 = 21 20 19 18 17 16 15 4x6 = 2x4 II 3x6 = 3x4 II 5x6 = Us = 4x10 = 2x4 tl 3x6 = 3x8 = 4r6 — 2-9-8 1 11-0-0 13-2-0 15-8-0, 23-0-12 31-1$ 39-" 50 0-0 i_a l a_7-a 77AI7_S_A 7Ji_17 715_17 7_1n-A + 111Ln Plate Offsets (X,Y)— 15:0-5-12,0-2-01, [7:0-3-0,0-2-01, 11:0-3-0,0-241, 18:0-3-8,0-2-01, 20:0-3-0,0-3-01, [22:044,0-2-81 LOADING(pso SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.29 15-30 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.65 15-30 636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 97 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.19 15-30 999 240 Weight: 260 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, 66,135: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 1 Row at midpt 7-18,10-18,10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 157/0-8-0 (min.0-1-8) 20 = 2772/0-3-8 (min.0-3-4) 13 = 1191/0-8-0 (min.0-1-8) Max Horz 2 = 81(LC 16) Max Uplift 2 = -72(LC 8) 20 =-651(LC 9) 13 =-309(LC 9) Max Grav 2 = 166(LC 23) 20 = 2772(LC 1) 13 = 1279(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-291/832, 4-5=-508/1136, 5-6=-727/1616, 6-7=-733/1622, 7-8=965/471, 8-9=-965/471, 9-10=-965/471,10-11=-1915/1145, 11-12=-2118/1184,12-13=-2488/1427 BOT CHORD 3-23=-707/452, 22-23=-10087783, 19-20=-1719/1111,18-19=-1719/1111, 17-18=-785/1973,16-17=785/1973, 15-16=-785/1973,13-15=1177/2260 WEBS 4-23=-372/389, 5-23=-127/421, WEBS 4-23=-372/389, 5-23=-127/421, 5-22=-1117/572,20-22=-1822/1175, 7-20=-1881/1136, 7-18=-1417/2543, 8-18=-459/420, 10-18=-1345f769, 10-17=0/273, 11-15=-152/482, 12-15=-428/452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 S 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-" 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) 2 except Qt=lb) 20=651, 13=309. LOAD CASE(S) Standard w...y!m..r•r!rw!vsa(vsrrjarnii!ufr(wxemtcx!vrgurcmumirr. nmrrt r.rr.m!,+,+r,*w.me!rrv!!u!ra f..m.r wuer.,.mr.r!ta.r rhrere j tod Y.rrril.Yrex 1„hnflmr biro L,!ralrfgrrlrvew(Y gom w1a er tiweQw re,rlenrr4sgdrs.j M i N rlll p•u lRl NNgewp,,Iry od.tfr1R 0083 Tombo srIr,.er,t.,,r r,ynr,.eyero....ro.r,.61m,4w.rwy{.,.ro+aerulrmrb,Wmi".rrm!nq,.eer!sr.!w ert:.u.ar.!r.rT..re.Nr.yurrr.y.w,!e anthonY7. flf,P.E. ru+ yry.r!r.s runr.rtsrb!e.r 4rM dgU drw.!t.irxnrm.mslr i.,rb rrput rr. u!,r.y.,r>.,ro errn r q.,!.nr,!..rrur.rr. rn, 3 90083 4451 St. Lode Blvd. e,.,msN.lr:rregNy.,, nrlh tsr MHlrtrmk f weF!rNq Rc.,.rNs,a.!a.. e.try fort Pierce, FL 34046 Giri{Mm7{I{A4Iwllinses AxMgl.luS.N,11. hpd.ma.drisdimmauwihmhplAaed.dw!!Mabt9?H iS=bW4llad h,sus-krnr1.lodom,11. Job Truss Truss Type Oty HOMES/ SEASIDE v1WRCSSIDTA04THip11A0212070 PtY FRYAN, erence (optional) Al Roo( Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:39 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-7tfG7UJhCnkhrwVtow 1 GCrPauOgUCxDdOLOw_OzxOg6 0102-9-8 , 7-1 13-0-0 15-0 I 22-7-4 29-8-12 37-0 0 43-8-11 50-0.0 ' -M 2-9 8 4-5 1 5-9-7 2$-0 6-11-4 7-1 8 7-3-0 6-8 -11 6 3 5 2x4 II 5x8 11 3x4 II 3x8 = Us = 5.00 F12 5x8 = 10 Dead Load Defl. = 1/8 in 26 3x6 = 24 21 20 19 18 17 16 15 14 Sx10 = 4x6 = 3x8 = US = 2x4 IIIx6 = 2x4 II 3x6 = 3x6 = 44 = 3x8 MT20HS 11 2x4 11 2x4 11 22-7A LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 014 15 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.29 14-15 999 180 MT20HS 187/143 BCLL 0 0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 15 999 240 Weight: 273 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 'Except' 134: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except: 3- 1-0 oc bracing: 15-20 WEBS 1 Row at midpt 7- 17. 10-17, 7-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 185/0-8-0 (min. 0-1-8) 20 = 2740/0-3-8 (min. 0-3-4) 12 = 1204/0-M (min. 0-1-8) Max Horz 2 = 95(LC 13) Max Uplift 2 = 69(LC 8) 20 = 617(LC 9) 12 = 317(LC 13) Max Grav 2 = 199(LC 23) 20 = 2740(LC 1) 12 = 1296(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-255/565, 4-5=-70/557, 5- 6=-830/1691, 6-7=-810/1674, 7- 8=-1641/950, 8-9=-1641/950, 9- 10=1641/950.10-11=-1958/1084. 11- 12=-2671/1477 BOTCHORD 3- 25=-462/404, 23-25=1146/894, 22- 23=1146/894,17-18=-135/757, 16- 17=-679/1741,15-16=-679/1741, BOTCHORD 3- 25=462/404, 23-25=-1146/894. 22- 23=-1146/894,17-18=-135f757, 16- 17=-679/1741, 15-16=-079/1741, 14- 15=-1241/2430,12-14=-1241/2430, 20- 22=-2576/1618, 6-22=-342/279 WEBS 4- 25=-374/433, 5-25=-019/881, 18- 22=1161845,7-17=-725/1266, 9- 17=-468/414, 10-17=-279/166, 10- 15=-147/485, 11-15=-754/607, 11- 14=0/268, 5-22=1063/703, 7- 22=2338/1407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16h; 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) 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-" tall by 2-M 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) 2 except (jt=lb) 20=617, 12=317. LOAD CASE(S) Standard F— b.-m .r.r-1I rm[a. mir, Gr71r cm l[ wx% min I, mr)umr.ni.trr r. rrpb,*rrr,r t...n Lm rirM @lrr I I.r ,li Ykrn f.x1i.N Yu M.n m/•rra.y 1610 0MY.di.1m rr.YrN 4. Mtlty'lr..@a,1pq[.ry,r,d.f rq,naa.cep.i r mlu+ga a rrrsq r oj,im ynlerl.a..a Qlr r kn.apgYWrmu.t.Wn t r..4oniaurgr r ar,ar,y4ro,,.,.ro..r r.a:,..rrrgrrt.,.rra:arrurrrdwy rrrurgl,M4rrar w..4rl:.n.ayrequq,..oee.d...uarr.4 thonrT.Tom6oIII, PE. rwymp..tm. r u..row.rmrrr.e,erg.i,4rwyrr msrarrrt.rnyruodl.mrsru,r,olr rb ur.r,ray.:ar,r.r,4rharr,4.,t.at,Ptq..=moe.t r, *n 3 A. m. rrM f WW9..„"ry.0r.!•nrl1.b.."[.F-a1P1rrrq0.",.b.u4ae[q_/yW*tly.6+l..rneIbl•rFl Fort ort er. ,FL Blvd. FL 34946 grrilh 0 } II/4d loci tenser A.Mq I.ImSo II, I1. lepol.rrio, of Ilit ir•.on. o rry loci it rrllirel raSrla r4 nm.n rx.itsi. h..4 1 I.d Imuo A•drry I.IoW 0, I1. Job Truss Truss Type ON Ply RYAN HOMES / SEASIDE V1 WRCSSIDT AOST Hip 1 1 A0212071 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@allruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc Mon Jan 8 12:48:40 2018 Page 1 ID:P42uXRd_Kj21gP?ofFS_28yAdrr-b3DeLpKKz5sYS434MeYV130LPyaxOand?7UWgzxOg5 2-9-82-9-8 I 7.4-4 I 135- 10.42.8FS-0-q 2tA-0 I 28-0 I 35-0-0 I 42-7-5 I 50- 0-0 5-Or0 7- 0-0 41r12 1-9.8 6-8-0 6.8-0 6-0 7-7-5 7.4-11 5. 00 rl2 7x4 11 5X8 : Sx6 = 11 25 2x4 II 22 21 [u J2 su 19 s4 35 1e 17 16 4x6 = 2x4 II Sx10 = US = 2x4 II 44 U4 11 5x8 = Dead Load DeO. = 114 in 15- 2-4 2. 947-4 13-2 8 15-0-0, 25-0-0 35-0-0 42-7-5 50-0-0 229: g5-f0 I1-9-0 9-9-12 t0-0-0 7-7-5 7 1 0- 2-4 Plate Offsets (X,Y)— 7:04-0,0-2-21, 111:0-3-0,0-2-41, 121:0-4-0,0-3-01, 23:0-4-4,0-2-8) LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.26 17-19 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.49 17-19 850 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.15 16-31 999 240 Weight: 268 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except' 133: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 8-21, 13-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 157/0-8-0 (min.0-1-8) 21 = 2730/0-3-8 (min.0-3-4) 14 = 1233/0-8-0 (min.0-1-9) Max Horz 2 = 108(LC 16) Max Uplift 2 = 68(LC 8) 21 = 583(LC 9) 14 = 339(LC 13) Max Grav 2 = 174(LC 23) 21 = 2730(LC 1) 14 = 1327(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-315/703, 4-5=-063/1326, 5- 0=-652/1402, 6-7=-538/1365, 7- 8=-465/1194, 8-9=-1083/599, 9- 10=1083/599,10-11=-1625/1039, 11- 12=-1754/1032,12-13=-1851/1006, 13- 14=-2680/1494 BOT CHORD 3- 24=-593/466, 23-24=-590/465, 6- 23=226/295, 20-21=-93/627, 20- 32=-93/627, 32-33=-93/627, 19- 33=-93/627, 19-34=-415/1399, BOT CHORD 3- 24=-593/466, 23-24=-590/465, 6- 23=-226/295, 20-21=-93/627, 20- 32=-93/627, 32-33=-93/627, 19- 33=93/627, 19-34=-415/1399, 34- 35=-415/1399,18-35=-415/1399, 17- 18=-415/1399,16-17=-1240/2431, 14- 16=-1240/2431 WEBS 4- 24=0/257, 4-23=-695/513, 21- 23=1267/1092, 7-23=254/76, 7- 21=-546/329, 8-21=-1944/1169, 8- 19=-477/1071,10-19=-816/594, 10- 17=-225/448, 11-17=17/318, 13- 17=-879/715,13-16=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 3x6 MT20 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-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) 2 except Qt=lb) 21=583, 14=339. LOAD CASE(S) Standard r y-n.v ryry n.. r •u 1W mssn(vuuu^jarul iRx1 r f7.71Ce temlvr lxncciwo.r . Mr rv* fir. r.r r.. r. u.n r.* ..Ingr r ti 1 ir. ar! YLm u.lmn.v Yu M.w oN. r ia.. rido• d p tel Y.rYr R.Y ril 4.lmfln.6p.[u,S tlyeyr ui 1 f01 go+i.v1t Ir.uN.a yrlYlrrkt*4r yYh.Ytolorf7.11.ref111 fkrq m.rtlrarWr 1 rn.4rrn.rrrrgYr.y.+ro...ro..r rro-n*..rrrrrr y.,.rra4rRrocrrrrwry rrmL r"wxrOrraeY..06.1- AyY.sru*..rr rY.q,wwr.yo:ew4 Anthony T. Tombo II[, P.E. r t.lYlrp r1r u.nnw.rltrrw r 4rrgr.rdfu.Yrs4Lvrv+rhmrsuo b,rp>i rr<. ui.anrn+r.rill,rr.4 r Ynrr,4, Nis kW bp— r Nis m.v, rm 3 8008] 4.... rrM.;.e Nq...h41sr...r.L i Y.nl.o[...Ylnr Wryrur,.6uS.a i.p..4.1ry urrr nonliN.T1 4451 St. Lucie Blvd. Fort Pierre, FL 34c46 rypirN 0111{ 41 LxI Ims_K - 9I.1. m, r1. 4pd.eia d 0i11 mn, o ur Ma it Mo{lari.ru h ..mer remlliu 6rY { t rod linul A.Mry 1. IrnL N, r.l. 1 Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 A0212072 WRCSSIDT A06T Hip 1 1 RYAN Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc Mon Jan 8 12:48:41 2018 Page 1 ID:P42uXRd_Kj21 gP7afFS_28yAdrr-3FnOY9LykO_P4EeGwL3kHGUINpJrgp2wrft 12GzxOg4 1-0 0 8 S15 15-4-0 7-0 Q 24-10-4 I 33-0-0 41 i 1 T 50-0-0 5;l-" S 15 6 10 1 1 7-10.4 8 1-12 8-0-1 8-5-15 1-" 5.00 F12 5x8 11 2x4 11 2x4 11 5x8 = Dead Load Detl. = 3116 in 20 19'o u m 17 'o " 15 " 13 4x6 = 2x4 11 5x8 = 3x8 = 2x4 II 4x6 8-5-15 41-6-1 LOADING(psO SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.22 17-19 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) 0.41 17-19 999 180 BCLL 00 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.21 13-26 999 240 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. BOTCHORD Rigid ceiling directly applied or 4-10-11 oc bracing. WEBS 1 Row at midpt 6-19, 6-17, 8-17, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 227/0-M (min. 0-1-8) 19 = 2643/0-3-8 (min. 0-3-2) 11 = 1249/0-M (min. 0-1-8) Max Horz 2 = 122(LC 17) Max Uplift 2 = 120(LC 12) 19 = 567(LC 9) 11 = 332(LC 13) Max Grav 2 = 319(LC 23) 19 = 2643(LC 1) 11 = 1275(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-135/602, 3-4=-531/1038, 4-5=-516/1180, 5-6=-383/1126, 6-7=-808/661, 7-8=-808/661, 8-9=1409/956, 9-10=1518/926, 10-11=2477/1466 BOTCHORD 2-20=-520/262, 19-20=-520/262, 18-19=-595/633, 18-27=595/633, 27-28=-595/633, 17-28=-595/633, 16-17=-459/1311, 16-29=-459/1311, 15-29=-059/1311,14-15=-1197/2236, 13-14=-1197/2236,11-13=-1197/2236 BOTCHORD 2-20=-520/262, 19-20=-520/262, 18-19=-595/633,18-27=-595/633, 27-28=-595/633,17-28=595/633, 16-17=459/1311, 16-29=459/1311, 15-29=-45911311,14-15=-1197/2236, 13-14=-1197/2236,11-13=-119712236 WEBS 3-20=01321, 3-19=859/687, 5-19=-240/316,6-19=-1902/1055, 6-17=-1021/1774,7-17=-557/490, 8-17=-706/431, 8-15=219/604, 10- 1 5=- 10 14/804, 10-13=0/371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and night 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 3x6 MT20 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-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=120, 19=567, 11=332. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 261 lb FT = 0 t. eq r..u..eyA.e.n.e'LI IQa Ilf.18(1ILL11;7rin 1'Ixf.L7lOL rrlf[.t1aflHdJ[aUterti tr4.>'rrRrtrnee re•en heee Ae*r.(mlrrt ll..b Lrt tAem ttei l.6n.. Yuee... eLw•wm..rr r.iw garter Y.r Y.um.k.14 Anthony T. Tombo 111, P.E. r.ee4nr.eer.rmynr..y.ern4rr....ro..r..e.+*+.rr+yyr.,.r.ie4rttrtird wy.rrmtdyr.+4e.tsr w..4rt.,t.er tr...rr r..tm r.yw44 480083 b"Iet e.wfe u..t vr.ruraremrl..tr s4rw.r t.efai. r arngr h mrw., b.dr p.4rr.. mi arnrny..run4eoet p.,um M.ptq..mtter.+....ao 4451 St. Lude Blvd. a..twirl.t;ro r.r..,yhat..e.,m t nn,r.op op.ocr;tdrdt rsa,.,.t.0 s.u.[..4.t try uoryuet.n.rw.ml- Fort Pierce, FL 34M6 grr4ki 0201r Al led lmm- A.Mry I lu6.0, 11. teptdretia cl die l.rtme. u." Ma is p.11ae1.dkew tb. ir-perdtsiutrim Ad led ltnset- AAny 1. hob lA, r3. Job Truss Truss Type City HOMES / SEASIDE v1 WRCSSIDT A07 Hip 1 Y 1 RYAN A0212073 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run, 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:42 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-XSLPmVMaVi6GiODSU3bzgU 15xDecPMs44JcaaizxOg3 j-010 6{ 6 12-9 11 19-0-0 25-0 0 31-0-0 37-2-5 43-5-10 50-0 0 Sa-0r0 f-0-0 6-0 6 6 3 6 2-5 6-0-0 62-5 6 4x8 = 5.00 12 5x6 3x6 = 5x6 = u , 11 18 1. ,/ 16 CJ 10 1. 3x8 MT20HS= 3x8 = 3x6 = 4x6 = 3x8 = 36 = 3x8 MT20HS= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.73 16-18 824 360 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 1.36 16-18 442 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 61 Horz(CT) 0.24 12 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.43 16-18 999 240 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. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18. 7-18, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2060/0-M (min.0-2-7) 12 = 2060/0-8-0 (min.0-2-7) Max Horz 2 = 135(LC 12) Max Uplift 2 = 459(LC 12) 12 = 459(LC 13) Max Grav 2 = 2060(LC 1) 12 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4541/2797, 3-4=-42372600, 4-5=41542612, 5-6=-33112129, 6-7=-29992043, 7-8=29992043, 8-9=-33112129, 9-10=-41542612, 10-11=-42372600, 11-12=-45412796 BOT CHORD 2-20=-2440/4154, 19-20=1969/3573, 19-27=-1969/3573,18-27=-1969/3573, 18-28=-1595/3144,17-28=-1595/3144, 16-17=-1595/3144,16-29=-1971/3573, 15-29=-1971/3573, 14-15=1971/3573, 12-14=-2448/4154 WEBS 3-20=-408/458, 5-20=248/564, 5-18=-776/676, 6-18=-504/968, WEBS 3-20=-408/458, 5-20=-248/564, 5-18=-776/676,6-18=-504/968, 7-18=433/221. 7-16=-433/221, 8-16=504/968, 9-16=776/676, 9-14=-248/564,11-14=-408/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 nonconcurrenl 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) except (jt--lb) 2=459, 12=459. LOAD CASE(S) Standard Dead Load DO = 5/8 in 4x8 = 50-" 9-79-71 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 262 lb FT = 0% q.r.yiimn b'N IOO Ioii8tii111iyQC3L 1!Ui4ta,.flLe iiliCYil7F.n GnGx'11i@irr. i,Aiuy pzr,rnr..,• an innbs,",ILlrrreyi rd'arr rrmii li,.0 Yru e,..v am.rra.Y hia o iulr.rrriR.r rlJ rs.L.:s kur l,P.@1.Si.,rlr6prt r,r..iiY,qnm•.r.s.rpt a.lgs iyrJr.rrtrsg4r of Ln,gWar111.h. •e. ml nt9r.uxpet s„iure,n,.rWitrn. (4rsr.nr rrihrn,i.ry+rr..,,ro..r,.r.ti.w.rrrrir, .,.rrerr¢rRrrrrriynrrrnl r na/rirr Wn.4rt,nr yr+r y...rrrrr.rrrrn,i.,r 4 80083 ll,V.E. AnthonyT. rwrrr,q.rtm u.mm.+.rmrrrrar,4rrmio rla.lrm.usli+ca,igtnruu.,,swr rrr. OFIBnrnywritrtlnlrYrulp.,ivotr-plq.rrM,bii. tlm 0083 o..rwyst.e.iq.xng1. p. -kit Irb."up .rGlrY/yrx x..tNf axt.p 9.1win noy r.i..elrr.Ti. 4451 St. Lucie Blvd.. Fort Pierce, FL 34M6 g1liO070114.1ladlmus-4xd.gT.la.b.m,r.t. kp.l uo.rdh4nn,u.nMaisrllirl.Awitb.mnrymssnhr.4llodlmus 4A.ry11o.5.11,13. Job Truss Truss Type Oty [lY IRYAN HOMES / SEASIDE v1 WRCSSIDT A08 Hip 1 1 A0212074 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com Run 8 120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12:48:43 2018 Page 1 ID:P42uXRd_Kj2lgP?ofFS_28yAdrr-0evnzrNCGOE7JXoe1m6CNhaF3d?58gDDJZM879zxog2 j-00 7-53 131011 2 29-" 361-5 42-6-13 5000 7-5-3 &5$ 7-1-5 8-0-0 7-1-5 7-5-3 5.00 F12 Sx6 = Sx8 = io c. ao 15 eo " 13 ei ,c -11 4x6 = 3x8 = 3x6 = 4x6 = 3x6 = 4x6 = Dead load Defl. = 12 in 3x6 = 4x6 = 4x6 = 50-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TILL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.50 15-17 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 1.00 15-17 603 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.38 13-15 999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 4-15, 6-15, 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 = 2060/0-M (min. 0-2-7) 9 = 2060/0-8-0 (min.0-2-7) Max Harz 2 = 148(LC 17) Max Uplift 2 = 476(LC 12) 9 = 476(LC 13) Max Grav 2 = 2060(LC 1) 9 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-44892768, 3-4=-42082631, 4-5=-31152054, 5-6=2805/1989, 6-7=31142054, 7-8=-42082631, 8-9=-44892768 BOT CHORD 2-17=-2399/4097,16-17=-1935/3486, 16-24=-1935/3486,24-25=-1935/3486, 15-25=-1935/3486, 15-26=-13522811, 14-26=-13522811, 13-14=-13522811, 13-27=1937/3486, 27-28=1937/3486, 12-28=-1937/3486, 11-12=-1937/3486, 9-11=2407/4097 WEBS 3-17=-415/468, 4-17=290/676, 4-15=-8761747,5-15=-3641784, WEBS 3-17=-415/468, 4-17=-290/676, 4-15=-8761747,5-15=-364/784, 6-13=-365/820,7-13=-8777748, 7-11=-290/676, 8-11=-415/467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. If: 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-" 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 Capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=476, 9=476. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 258 lb FT = 0% u.q.rti,,, ryry n... r'u nw rorss;vulr; ona oun r inaDcn muoryverl nncelwt,r r. Mr hr , r nr r,. r, Nntr,*n.;ne r r rm.i i i.r R rt e!m irn Idm wa r„ r.w w.w ra..b rrn rfnurrnrranc.rrt{ u,muraluP.1,->r:ru+..tn,nm..n4r t+.',errr rrr,44r,.fun,r.rm..r.nu n.y,mw or..t.rq Anthony T. TombD III, P.E. r 4R,r.,rgrrl rn.4roM.ro..,r.m,r.uw ra.,.r.rn4rrraredw rrmingmd/e,Rl.iykYne/Mrm.E111dYlor*..aia.rYyJdl t.nRii7/ 580083 rr.iy xt.lm u.nor.enrrrAom.l pxf.,Oar,r,l rvn r.rmsorrmgmrsu,tar l.r.,.our,rnw,+aru,4rxa.,rm, tpt... mu m.u.. rm a515L l.ucle Blvd. r.urlM,(agd..F.bb,Y,l I.r.,r,crux.aVIYYY k,Pn.•hn,S,anl,p.fgiey tlo/6.unnW.A1 Fort Pierce, FL 34046 M 0 701{ { I lodTms_, IuMry 1.Io.5.0, fi. Irrrwria d dif icwn. is rry b,a n ri4itl vdra tM mr fMi,uti hr. 4 1 lu! Tme, 1Anl I.lu u m, f!. Job Truss Truss Type Ory Ply RYAN HOMES /SEASIDE v1 WRCSSIDT A08T Hip 1 1 A0212075 Job Reference (optional) r Roof r russes, Fort Pierce, FL 34946, aesign@aluuss.com Hun: 8.12U s Nov 12 ZU17 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12 48:44 2018 Page 1 ID:P42uXRd_Kj21gP?afFS_28yAdrr-UgS9ABNg1JNzxhNrbUdRvv6OD1LCtC7NXd5hfbzxOg1 7-5 3 13.10 11 21 0 0 29 0-0 31-10-0 41-g3 50-0 0 5 7-SJ 6-5-8 7-1-5 8-0-0 5 10-0 6-11-3 8 2-13 5 00 F12 5x8 = 5x10 MT20HS= Dead Load Defl. = 7/16 to cc 21 20 1y 16 15 14 13 3x6 = 5x6 WB= 4x8 = 5x10 = 3x6 = 4x8 - 4x8 = 3x4 = 3x4 = 6r8 = 8x10 = 18:0-4-0,0-2-81, 120:0-0-8.0-1-81. 121:0-4-0.0-1-12 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.42 21-23 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.87 21-23 692 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.28 11 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Wind(LL) 0.44 16 999 240 Weight: 289 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 'Except' B5: 2x4 SP No.2, B3,B6: 2x4 SP No 3 WEBS 2x4 SP No.3 *Except* W6,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-7-0 oc bracing. Except: 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 5-21, 18-21, 8-18, 13-17 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2076/0-M (min.0-2-7) 11 = 2087/0-M (min.0-2-7) Max Horz 2 = 148(LC 12) Max Uplift 2 = 468(LC 12) 11 = 462(LC 13) Max Grav 2 = 2076(LC 1) 11 = 2087(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4517/2759, 3-4=-4182/2542, 4-5=-4045/2565, 5-6=-3160/2041, 6-7=-3201/2134, 7-8=-3523/2228, B-9=-4375/2682, 9-10=-4463/2658, 10-11=-4562/2696 BOTCHORD 2-23=-2392/4126,23-30=-1899/3512, 22-30=-1899/3512,21-22=-1899/3512, 17-18=2101/4061, 14-15=-118/258, 13-14=-118/258, 11-13=-2329/4141, BOTCHORD 2-23=2392/4126, 23-30=-1899/3512, 22-30=-1899/3512,21-22=-1899/3512, 17-18=-2101/4061, 14-15=-1 18/258, 13-14=-118/258, 11-13=-2329/4141, 7-18=-475/920, 8-17=-3411765 WEBS 3-23=450/498, 5-23=-265/644, 5-21=872f735,6-21=-202/483, 18-21=-1286/2692, 8-18=-1173/822, 10-17=-195/252,10-13=404/380, 13-17=-2234/3924,6-18=-234/666 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight 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-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=468, 11=462. LOAD CASE(S) Standard r..t rr.r..'rym..r'um3msss(5[uu"iar3unulrcurca[nmxlvr:Dumr rturr•r. nmryr.e.,rnrr,.m ,myr..mr,rrti.r 1.rRre.urR,11.,1r,,. rw„r.n,mr.rmr, rtn+rr arnrrrre.r t1 r,.amrpy.,trc.gly.:;r r.nr gmm.tiq.n4r r.pat,er.rnrrry4ruy,tm,ymorta.q.,mmr rr.mre .t oren.+r.r r.u4r,r.,,r.rlrybrnq.d IrO.n,rO.w',rWd..rNrrin r,.r,WtIrGYY[rrlolrJynrrrM1Lbgr irglr W.u/r1nu.0rt In,r,,.vlb,rYa7,rAYrny.vl 1 Anthony T.Tomtwlll,D.E. r b]I rutr6ccr umvr.rmrrr.e nrp.rnerrry [q.rlan rr.rptl{r hmrtu.,a.rarp,rrb MAIM- r mr.rir, r r,4 r xn, 1. k- 180083 Ae.r Yr4Mr(.nxAr..cghip,rrH Ir hu rrp[.n MIr My M4.,•Lru1.l r./Ryrt tlgrl l.n nnl l. m1 • 4•lnu mro... ern 4451 St. Lucie Blvd. Fort Pierce, FL 34446 gyntlr 0111{ A4Irl (mur Ae0rry 1.1.. m, li. Irp.i d di1 trrom. i u1lwa it rriiei rmwl h mm /erxdru. trim tut hnu, AdStq 1.Irab. A11. Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE V1 WRCSSIDT AO9 HIP 1 1 AO212O76 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 14:00.48 2018 Page 1 ID:P42uXRd_ A21gP?afFS_28yAdrr-bkphji7158ShCxtvbCO91C0036L?pLgrMXVPzzxPcT j 0 8 1-3 15 34 23-0 0 27-0-0 34$ 12 f 41-10 13 50-0-0 Sf Or0 8 1-3 7-2-1 7-8-12 4 0 0 7-0-12 7-2-1 8-1-3 1-0 5.00 r 12 5x6 = Sx8 = Dead Lead Deft. = 12 in ly [b le L/ 17 1b 15 Le 14 L'J 1J 3xS = 5x10 MT20HS= 3x8 — 3x6 — Sx10 MT20HS= 3x6 = 4x8 = 4x8 = 5x6 WB= 11-9-14 LOADING(psO SPACING- 2-1-4 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.58 13-15 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 1.09 13-15 550 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.23 11 n/a n/a BCOL 10.0 Code FBC20177rP12014 Matrix -MS Wind(ILL) 0.37 15 999 240 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' B3,132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD 2-M oc pudins (2-11-10 max.) Switched from sheeted: Spacing > 24)-0). BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 1 Row at midpt i 5-17. 7-17. 8-15 REACTIONS. (lb/size) 2 = 2167/0-8-0 (min.0-1-13) 11 = 2167/0-8-0 (min.0-1-13) Max Horz 2 = 170(LC 12) Max Uplift 2 = 517(LC 12) 11 = 517(LC 13) Max Grav 2 = 2167(LC 1) 11 = 2167(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4660/2922, 3-4=-4270/2668, 4-5=-4110/2694, 5-6=3060/2080, 6-7=-2739/2017, 7-8=3058/2079, 8-9=-4111/2695, 9-10=4270/2668, 10-11=466012922 BOTCHORD 2-19=-2525/4252,19-26=1948/3527, 18-26=-1948/3527,18-27=-1948/3527, 17-27=-1948/3527,16-17=-1286/2737, 15-16=-1286/2737,15-28=1950/3527, 14-28=-1950/3527,14-29=-1950/3527, 13-29=1950/3527,11-13=-2532/4252 WEBS 3-19=523/579, 5-19=305/765, WEBS 3-19=-523/579, 5-19=-305f765, 5-17=-1032/864, 6-17=-467/811, 7-17=253/259, 7-15=-467/810, 8-15=1033/865, 8-13=-306/766, 10-13=523/579 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 2 and 517 lb uplift at joint 11. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 266 lb FT = 0% r`.,.r.ykrt,,.d•r malafe(5mu'yar3ueusruursmlc+[urnrtwa,rr. nmr.rr. „r rr,.r,u.,,r.r (R.7rrw.11l anhi—%.e... rh,r.hoar.x,rn.4 I&IM— y., W Y.d Y,: nC 0 M rtl,,. M,L TI. .SFrI +.Y.r..11M.ge..c.il ntu..lac', JMYYky h,.j.Im,Yp larl11.4.reIRI h,T +l.l o•ld•bt Anthony T. Tombo III, P E. d...wl—b"Wgh4,ey.dY.1 Om.YO.w,.nCe.M.YW'I InY..4..I br 60f.IbYd klYloi u1fM116*,.d/b,I dq W../Y1mA.hf k b4.n.r rY.,.dYYn,Jl1 580083 r Mngbp...lrxr udnow.burr W Ih. it r,4dwgr..rw.rs y .h mr fut.rdb. ui.r,rRy.rr.,du.,4r.0 rnp.,lm, t.5.t4..rmn .tl...av 4451 St. Lucie Blvd. Y..Y.1 IY irkop [gr a 191 • Idy bu>•,41.0 5194 tg.w 0. MIr4 11apt.l.o ..bow. 1e1 Fort Pierre, FL 34046 grrgLO711(, 4-1 Ind lrnut•Adnll.haL lA,f}, trrrd.riaddillw.n,oghra i111.b1'4e,I xef.n tM nah.le.,usliuhl. 4-1lallntut-L/dwyl. I.e3 lA, 1}. . Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 WRCSSIDT A1O COMMON 5 1 RYAN A0212077 Job Reference (optional) r., nw, nuoaes, rurl Fierce, FL 34946, design@aiiruss.com B.120 s Nov 12 2017 Mi-Tek Industries, Inc. Mon Jan 8 14:00:55 2018 Page 1 ID:P42uXRd_Kj2lgP?afFS_28yAdrr-A2fS96oW401S1GzDpZg3xD_YAIUI82RsSykN93zxPcM 7-1-12 13-8-2 19$:i 25 0 0 30.3.10 36 3 14 42-10-4 50 0 0 5 1 7-1-12 6 i-6 6-0.5 5.3-10 5.3-10 6-0-5 6 i-6 7-1-12 1 Sx8 = 5.00 12 o it co co 76 to I 14 26 13 qY 4xB 3x8 MT20HS= 3x8 = 4.6 = 3x8 = 3x6 = 4xa = 34 = 3x8 MT20HS= Dead Load Dell. = 1/2 in LOADING(psf) SPACING- 2-1_4 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TILL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.63 14-16 954 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 1.15 14-16 520 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.45 14-16 999 240 Weight: 271 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (2-9-2 max.) Switched from sheeted: Spacing > 2-"). BOT CHORD Rigid ceiling directly applied or 4-4-13 oc bracing. WEBS 1 Row at midpt 6-14, 7-14, 8-14, 6-16, 5-16, 4-16 REACTIONS. (lb/size) 2 = 2167/0-8-0 (min.0-2-9) 10 = 2167/0-8-0 (min 0-2-9) Max Horz 2 = 184(LC 12) Max Uplift 2 = 532(LC 12) 10 = 532(LC 13) Max Grav 2 = 2167(LC 1) 10 = 2167(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4743/2998, 3-4=-4429/2827, 4-5=-3445/2306, 5-6=-3440/2495, 6-7=-3437/2495, 7-8=-3442/2306, 8-9=4429/2827, 9-10=-4743/2998 BOT CHORD 2-18=-2610/4334, 17-18=-2072/3662, 17-25=-2072/3662, 25-26=-2072/3662, 16-26=-2072/3662, 16-27=-1168/2527, 15-27=-1168/2527,14-15=-1168/2527, 14-28=2074/3662,28-29=-2074/3662, 13-29=-2074/3662, 12-13=-2074/3662, 10-12=-2618/4334 WEBS 6-14=-903/1317, 7-14=-373/437, 8-14=800/690, 8-12=327/657, 9-12=-462/518,6-16=903/1322, WEBS 6-14=-903/1317, 7-14=-373/437, 8-14=-800/690, 8-12=327/657, 9-12=-462/518, 6-16=903/1322, 5-16=-373/437, 4-16=-800/690, 4-18=-327/657. 3-18=-462/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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-" 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 capable of withstanding 532 lb uplift at joint 2 and 532 lb uplift at joint 10 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard t... r ll.. r.n.,.. r'+a Iola Irr f:>r;aria I:u1 r rmnrcn mmytrt;t)uncrtrrae,r r. I.Ir..* r..y„r ., d,. m u.,, my trgpalrr,ng 1 I.i, , rS Yrm tra lr,...ml, r.. orr.r R. rinr..r y,.,mle.rrr0i;.k,rr r„1,.,kwhp- O'.`•phW..r,d.glr rqm.-_.doroA4r vy, m,: rci. r m.ry.. Inl r..4r, 1..r.wq„r.y.,rq r0..,,ro..,',.r,n.*..rrrgr.*.,.ro.xr Rrrcrrrdr,rrtnt d.a4r 01rgw.v4rn..ey rey u.*..wr.rr.,r narrn,r..rr,4 Anthony T. Tombo III, P.E. rwrreyr.6ev u.xur.ruerr nrror.,arw l..nrv.w.o.mst ynrsu.,dr r.r, orlarnr.y.W.,r.r,4r., 4 80083 rrr.r. d1F,G.rq.1*..nri Mdpm-kA lr b.r,FGq.hC12, Wrg r,1^.• 6.,f,mlq.. dayWq Oq.bW..—hbW.Rn la°tpEqu. Nn mro...dm 44515t. Lude Blvd. qp*1) 761141 W Imm- A,"" 1. Iml. W, 1`1 repWiKlim ddit l.wn,u.ghra,s pLl'ad mm lM nillisp.iwa bm Ad Ind fetus- A.dtry 1. lath N, 11. Fort Pierce, FL 34946 Job Truss Truss Type ory Ply HOMES / SEASIDE v1 WRCSSIDT A11 Roof Special 4 1 RYAN A0212078 Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:46 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-0DavbtP4ZxdhA?XDjufv_KCnlq?aL4Gf?xaolUM(Og? T 5.5.4 I 162.-13-0 I 18-9-111 I 6-z-s I 30- 7I 34 11: 2I 1-11-10 07 r61 8 450- 0- 0 Si- 4-0 6-11-14 5x10 MT20HS= 5.00 F12 2b 33 34 25 24 23 2120 17 16 75 14 4x8 = 3x6 US MT20H5= 7x10 = 2x4 11 7 = 3x6 6x= 5x8 = 3x4 II 2x4 II 3x4 = 13 4 14 q 4x8 = DeadLoadDefl. = 12 in 30-7-8 34- 11-12 8.9- 16f0-15 28-10.4 3p-0A, 33-10-0, 41.11.10 50-0-0 b9.5 141-10 I 9.11.5 1 I- 2 }2-0 1 1- 2 611.14 0-7-8 Plate Offsets (X,Y)— 12:0-0-0,0-0-4I, [10:0-3-O,Edge1, 112:0-M,0-0-41, 14:0-3-8 0-2-12], [16:0-0-0,0-1-8) 18:0-4-4,0-5-41 22:0-4-4 0-4-81 LOADING(psf) SPACING- 2- 0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.51 20 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 1.04 20 575 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.29 12 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.51 20 999 240 Weight: 310 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 'Except' 134: 2x6 SP No. 2, 135,133: 2x4 SP No.2 B6: 2x4 SP No. 3 WEBS 2x4 SP No. 3 *Except* W11,W5: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 5-4-0 oc bracing: 7-22 10-0-0 oc bracing: 22-23, 16-18 WEBS 1 Row at midpt 4-24, 6-22. 14-18, 8-22, 8-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 2077/0-8- 0 (min. 0-2-7) 12 = 2089/0-8- 0 (min.0-2-7) Max Horz 2 = 175( LC 17) Max Uplift 2 = 498( LC 12) 12 = 491(LC 13) Max Grav 2 = 2077( LC 1) 12 = 2089(LC 1) FORCES. (lb) Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 4682/2925, 3-4=-4349/2675, 4-5=-34002200, 5- 0=-3323/2223, 6-7=-30332036, 7- 8=-30292040, 8-9=-45222922, 9- 10=-44162765, 10-11=45472741, 11- 12=45842758 BOTCHORD 2-26=-2578/ 4294, 26-33=-2066/3657, 33-34=-2066/3657, 25-34=-2066/3657, BOTCHORD 2-26=-2578/ 4294, 26-33=-2066/3657, 33-34=-2066/3657, 25-34=-2066/3657, 24-25=-2066/3657, 23-24=-256/37, 22-36=-1734/3425, 19-36=-1734/3425, 19-37=-1734/3425, 18-37=-1734/3425, 12-14=-2390/4164, 7-22=1229/1941, 9-18=-319/376 WEBS 3-26=-424/ 485, 4-26=-198/581, 4-24=-759/653, 6-22=-004/538, 14-18=-2252/3970, 11-14=-449/404, 8-22=-1104/853, 8-18=-821/1337, 22-24=-1439/3126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5. Opsf; BCDL=5.Opsf; h=16ft; 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) All plates are MT20 plates unless otherwise indicated. 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 capable of withstanding 100 lb uplift at joini(s) except (jt= lb) 2=498, 12=491. LOAD CASE(S) Standard uq ib,. r..,¢ m.. t.-r I N91ossa; tam, ciao i uf t uuocn mmrl utu;rir(n,r r. mh,r 1..r.., r .r.a,. r, N>, r,* rtgper r 1 tr, 4, rt rrm Irate... rr„ e..w m+. r m. rt Y1,Im,jit,WreW reOe.rrd ntr.:,bTiTxf t- ( Yx/.glM,gom.¢gea,/r'rn.i.p,a lbrf kgir of 4n, Ypsla Ylr.11,reiM1l h.y nn Yra(u1r rYq gnthonyT Tom(p II(, P.E. I rnt/r,1, n,r ryhr,.y.Yri/ro.n.ro.n',.vhn*/.rr+l k,q... r.r/e,r rOlrnid rly,+r1M hwmJ/risrqri.v/rr,u r Wi l.,q. rlrxr u.r,vw.rlrorrpomrpr,/arr r.afay.irxn.;nyru,rt l.mrw..,r.mre./ nu.s,rml.aa,rm/ern,c,p., u.0 t.,p i.r..l.n mra...rm 80083 a..0 rrr w , i.e trr..y y r 1nt.,tr,t 1r r.n rrp tr. a Iu r rrti r.np,. r.0 S.ne t.r.. e.r r.y u yrs:r.0 n n rrr. m1 4451 Lucie 3.404 Fort Pierce, e, FL74446gngilDMI11I lod Insu1 IxOtry I.lw7. m, r.f. It,donia d Sil4tnm, o rry hra n rrlliul awr 1M atlk. rrnol, h 1 1 Ixl hate, Y I.Ic.10, r.[. Job cross Truss Type Qry Ply HOMES /SEASIDE v1 WRCSSIDT Al2B Hip 1 1 RYAN A0212079 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946. design@attruss.00m Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:47 2018 Page 1 ID:P42uXRd_Kj21gP?afFS_28yAdrr uP81pDQjKElYo96QGrA8XXky7ELS4ZtpEbKLGwnrQg_ L 7-32 I 1-11-012 I 8 0 4 I7 7- 32 78.14-0I 74- 10- 0 I -11 I 50-0-0 51-0r0 6 11 11 az-s 5.00 F12 5x8 = Sx8 = 25 32 24 33 23 22 20 19 34 15 3x8 = 5x10 MT20HS= 16 4x8 = 4x8 = Sx10 = 3x4 = 3x4 = 2x4 II 8x10 = 2x4 II ill 14 13 Us = 6x8 = 4x8 = Dead Load Defl. = 9/16 in 8], [17:0-& 0,Edge], LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Vert(LL) 0.62 23-25 973 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 1.21 23-25 497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress In cr YES WB 0.88 Horz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.46 16 999 240 Weight: 292 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B5: 2x4 SP No.2, B3,136: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W6,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 64).0 oc bracing: 21-22 7-9-0 oc bracing: 7-21 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 5-23, 6- 23, 8-21, 13-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2076/0- 8-0 (min.0-2-7) 11 = 2087/0- 8-0 (min.0-2-7) Max Horz 2 = 162(LC 12) Max Uplift 2 = 484(LC 12) 11 = 478(LC 13) Max Grav 2 = 2076(LC 1) 11 = 2087(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-4537/ 2810, 3-4=-4137/2527, 4-5=-3974/ 2543, 5-6=-2960/1953, 6-7=-29482028, 7-8=-3290/2102, 8-9=-43302719, 9-10=-44752695, 1a11=-assvvls BOT CHORD 2- 25=-2445/ 4148,25-32=-1866/3422, BOTCHORD 2-25=- 2445/ 4148,25-32=-1866/3422, 24-32=-1866/ 3422,24-33=-1866/3422, 23-33=-1866/ 3422, 18-21=-2158/4093, 18-34=-2158/ 4093,17-34=-2158/4093, 14-15=-154/ 261,13-14=-154/261, 11-13=2349/ 4138, 7-21=-092/901, 8-17=-320/ 804 WEBS 3-25=- 507/ 564, 5-25=-251l711, 5-23=-994/ 847, 21-23=-1087/2779, 8-21=-1383/ 992,10-13=-399/374, 13-17=-2218/ 3918,6-21=-333/846 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL= S.Opsf; BCDL=5.Opsf; h=16ft; Cat. ll; 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-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=484, 11 =478. LOAD CASE(S) Standard H.ur.. Mry, n..r%IF=IVSB,,"Mr, GOL I'm I G"X%mmvj=r)am&u wrti I.I.tiT .r.r r..en lm. Y.r kngjlOClrr ill lrrk,l7 thm41.t1do.0 w.M..Om.r IILµru.rs..rr. rrrTe r.dr.I.IkWr.p,-fpnry.dbW..Indrrr.P4r.#Wnitpm.&I*.,—Ott AnthonyT.TomboIll, PE. I r..4k.r.,Iw bdbgbr,.y.my4ro—,ro..r,r.ndy.rrlyk,r.,.rwa4dKrnriuhWWA .rrtnl hgr j4rrrr.Iw..it. I .."w t,ft r..urr.r"rrrr.y..wr4 4 88883 r 11i{ ky..l..m., O.M Y r r iN r r /.em r rtr..4r ry tgmsta.Ir,arpW AIM 11 m r su r.e.x1 r Fc/ . IIFi r. r ny.rir. r tl../ r Yn. k.p, I.m Map t4. r La. rra. .r. 4451 St. Lude Blvd. a..x. rrr, t•+e7r . .. ry r r.n.rr rr um kcy t.ra wr r cry kuy... t,Nl1.. r.w t.r 4rr. r ¢.I.0 n. r4.r. TI Fart Pierce, FL 34946 gryhmrll{ 4 I to 1bnu.- k6nr Lf m,f1. kpd ni. of bir lwuM.i ry hrtn{r ii'odvaSM iM nek y Iti.kr. A4 rod Crisco-IluMryl.lu{10, rt. Job Truss Truss Type OtY Ply HOMES / SEASIDE v1 WRCSSIDT A148 Hip 1 1 RYAN A0212080 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12:48:48 2018 Page 1 I D. P42uXRd_Kj21 gP?ofFS_28yAdrr-MagOYOL5YtPOJhogJhN4lH7Oelgp01 ySF3vnMzxOfz 1-0,0 6 6 6 12-9 11 I 19 0-0 I 26 0 31-0-0 35-0-0 41 N 50' 51-Or0 6-2-5 7.6-0 4{r..p 6-53 8-6.13 5.00 FIT Sxb = US 3x4 II 5x8 11 7 e 1r4 II zo ss S4 z7 24 23 21 lU u 16 16 15 14 4x6 = US = 4x6 = 4x8 = Sx10 = 17 = US = 4x6 = 4X62x4 11 3x4 II 2x4 II Sx 10 MT20HS= 2x4 II Dead Load Dell. = 3116 in LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.23 24-26 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.45 24-26 934 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 14-32 999 240 Weight: 287 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc puriins. BOTCHORD Rigid ceiling directly applied or 5-7-14 oc bracing. Except: 3-6-0 oc bracing: 16-18 6-" oc bracing: 7-22 10-0-0 oc bracing: 22-23 WEBS 1 Row at midpt 4-24, 6-22, 8-18 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1395/0-8-0 (min.0-1-10) 16 = 227310-3-8 (min.0-2-11) 12 = 499/0-M (min. 0-1-8) Max Horz 2 = 135(LC 12) Max Uplift 2 = 369(LC 12) 16 = 384(LC 8) 12 = 224(LC 13) Max Grav 2 = 1398(LC 23) 16 = 2273(LC 1) 12 = 531(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2854/1852,3-4=-2544/1663, 4-5=-1596/1165,5-6=-1521/1187, 6-7=-11081966, 7-8=-11061959. 8-9=0/564, 9-10=0/525,10-11=0/414, 11-12=-546/499 BOTCHORD 2-26=- 1561/2599, 26-33=- 1080/199 1. BOTCHORD 2-26=-1561/2599, 26-33=1080/1991, LOAD CASE(S) 33-34=-108011991,25-34=-1080/1991, Standard 24-25=-1080/1991, 23-24=-27618, 19-22=26/416, 19-35=-26/416, 18-35=-26/416, 15-16=283/450, 14-15=-283/450,12-14=-283/450, 22-23=0/277, 7-22=-436/384, 16-18=1810/962,9-18=-299/361 WEBS 3-26=-418/468, 4-26=-252/606, 4-24=778/664,6-24=-284/518, 22-24=481/1504, 11-16=-864/667, 11-14=0/368, 6-22=-411/277, 8-22=-633/1270,8-18=-16341722 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=369, 16=384, 12=224. r..1.11..rwprynw..n•ilroamlwryutr~,nueufrc7r mmnlvrtrtumnlwurr. r.nr rr.nr,rr.mmnr,*ti..ltnet wun.11 la.artur.,tetitiwr rK M...mr.wl.el YLt jm vdY kt.il.Mrdl 4.lmf ku'hyn R-fl'dllge.:. udwgfll`pemww n.w•Iwp crrJN t•kyiluj hn YlnlwrfA.¢,ra Rl lk r.cwrr Yd oV.wt>r/y Anthony T. Tombo ill, P E. wl.wdbiwubq YlYlhMiry.dYr/YO.n.VO.M M.Er*f.YY41oT...r.e YKYtw1Y YdbO4.6.lRl. hgrMtw nlJgW.okfmW"Whit4mpulpW 280083 rbuqkvfwau . r uwa,vr.rtorrrplow rreft.d&min ap.w.Irrwmsr,*kk1I.tnrfa0-d..iii,p d pan 4451 St. L.udeBlvd. 4 d twe.wr,l l tm ktlw Eq—. Mt r rYgkyo..5nt Sale in— d.I wq Aqu eJ w.: n n l6d. TI fort Pierce, FL 34946 gllirl10101{ Ad 11d hnut-ilArry I.Ir. m, Il. 1t.11aia d dit Iwrnu. u ary ha it Md lnei.alwp M n"atn Irmltiu hrw 411od tn1u1 AuMry 1. Ioehr m,13. Job Truss Truss Type Qty Ply HOMES / SEASIDE v1 WRCSSI DT A15B Hip 1 1 RYAN A0212081 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:49 2018 Page 1 ID P42uXRd_Kj2lgP?afFS 28yAdrr-qoG2EuRzss?G1SFoOlDcrygKe2lAYSu6hvpSJozxQfy a 0 A 8-_6 I 0 8.6.13 17-0-0 I 4 I 8-0-0I 1( -3 50-0-0 8-5-1 51 0 0 8.6.13 5 00 F12 5x6 = 3x6 = 3x4 II Sx8 7 . 3x4 II Dead Load Defl. = 114 in 24 `j 22 21 [ u d1 --17 te, a 14 2x4 II 4x6 = 5x10 = 3x6 = 2x4 II 4x6 — Iz6 = 502 3x8 MT20HS II Sx 10 MT20HS= 35.04 f16.13 17- 214-0-0 30-0-0 33-0-0 1 I1.5-3 50-0-0 5213 b 13 11-M 2-0-0 3-0-0 1 6; 3 8.6.13 1-2-0 Plate Offsets (X,Y)— 5:0-3-0,0-2-41, [8:0-4-0,0-2-21, [16:0-3-8,0-3-01, 19:0-4-4,0-2-8) [21:0-3-8,Edae) LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.24 21-22 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.51 21-22 819 180 MT20HS 187/143 BCLL 00 ' Rep Stress Ina YES WB 0.92 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix MS Wind(LL) 0.21 24-27 999 240 Weight: 284 lb FT = 0%, tUMBER- TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except' 82: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3-7-0 oc bracing: 16-18 10-0-0 oc bracing: 19-21 WEBS 1 Row at midpt 3-22, 6-19, 8-18, 19-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1396/0-M (min. 0-1-11) 16 = 2295/0-3-8 (min.0-2-11) 12 = 493/0-8-0 (min. 0-1-8) Max Horz 2 = 122(LC 17) Max Uplift 2 = 354(LC 12) 16 = 416(LC 8) 12 = 224(LC 13) Max Grav 2 = 1404(LC 23) 16 = 2295(LC 1) 12 = 523(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2798/1751, 3-4=-1856/1203, 4-5=-1746/1233,5-6=1617/1233, 6-7=-1040/888, 7-8=-1052/891, 8-9=0/518, 9-10=0/499,10-11=0/388, 11-12=-526/493 BOTCHORD 2-24=-1443/2533, 23-24=-1443/2533, BOTCHORD 2-24=-1443/2533,23-24=-1443/2533, 22-23=-1443/2533, 21-22=25/294, 15-16=-278/432,14-15=-278/432, 12-14=-2781432, 19-21=0/301, 7-19=334/306, 16-18=-1830/941, 9-18=-236/294 WEBS 3-24=0/343, 3-22=-1001/813, 5-22=-95/391, 6-19=-689/464, 11-16=-868/671, 11-14=0/365, 8-19=-766/1507,8-18=1582/705, 19-22=-640/1255, 6-22=-75/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5 Opsf; BCDL=5.Opsf; h=16ft; 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. 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=354, 16=416, 12=224. LOAD CASE(S) Standard r..e urggmnr'lIrOCIIR B(lr',llYtiW11I!gSl[b7o[xV(111CxbTfjrt irlK4rrti her Pcririt..mLm6,*e.q;RJrrl l1 lr1MKmranWnN Wua —nr rID.rr rlua.erfn urr.rrrit0 Y,ai 4 lmrr!*..µ.,!tn,.r;r r.lr pom an r as r 4.rnrrkur/ruF hntpworrr h,.etnl n.y e..rg e e..rur Anthony T. Tombo III, P.E. I rMl.nln r.,rrltir,.y.rulro.M.rc..,l.rx....rwy.,.ro nlrr rr,rrid r>ti r rnsr rr M/rrsr w..Irl:n, rr r.r sT..,+r.rrry r rn,r.rg1 ; 60083 r hlYr Mv'r. tied. am—w eterrran,rr»i,Irwyr.l.r sutrrs;ngru4nymrw.r dr Ir4l r,nrny eYlrrrtln/r YnrRp,1,m F tqu.Im roMOn rho 44515L Lucie Blvd. emiu rr M r tr.nvr+.. ny y r rn+nJnl t tin, Mcp [. a nr r ram rrgo..l'u S.u. hp. o. al ny.a+r mr n n rrr. iRr Fort Plerce, FL 34046 ryrrirYr010114d rrdbnsn•4drryt Icd.m.IJ. reprl.aiadMieoM,erq MnitrJ lirei.ewarM nvM.fem4whr 6d lnd lnlsn l M1rn l.ImS. N,f.l. Job Truss Truss Type Oty Pry HOMES /SEASIDE v1A0212082 WRCSSIDT A16C Hip 1 1 AN Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@albuss com Run. 8 120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:50 2018 Page 1 ID:P42uXRd_Kj21 gP?ofFS_28yAdrr-I_gQRESbd977fcq?ykkr9AMWARSFHvgFwZY?sFzxOfx 8-0 13 15-0-0 21-6-14 28-0 0 33-10O 41-5-3 50-0 0 5 -0 8-0-13 6-5 3 6-6-14 6-5-2 5-100 -2 6-5-3 8ii-13 5.00 F12 Ss6 = 3x8 = 3x4 II Sx8 = Dead load DeB. = 3116 in 25 24 " 22 21 -" 17 16- 14 2x4 II 3x8 = 4x6 = 5x10 = 2x4 II 4x6 4x6 = 3x4 II 5x10 MT20HS= I D-0 LOADING(psf) SPACING- 2-0 0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.15 25-28 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 036 25-28 999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.21 25-28 999 240 Weight: 273 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' Ti: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. Except: 1 Row at midpt 9-18 3- 7-0 oc bracing: 16-18 10- 0-0 oc bracing: 19-21 WEBS 1 Row at midpt 6- 24, 6-19, 9-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1390/0-M (min.0-1-10) 16 = 2289/0-3-8 (min.0-2-11) 12 = 501/0-8-0 (min.0-1-8) Max Horz 2 = 108(LC 12) Max Uplift 2 = 340(LC 12) 16 = 451(LC 8) 12 = 228(LC 13) Max Grav 2 = 1400(LC 23) 16 = 2289(LC 1) 12 = 526(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-278511713, 34=-2010/1316, 4- 5=-1921/1339,5-6=-1782/1306, 6- 7=-1197/961, 7-8=1197/961, 8- 9=- 1216/970, 9-1 0=0/482, 10-11 =0/366, 11- 12=-5361515 TOP CHORD 2- 3=-2785/1713, 3.4=-2010/1316, 4- 5=1921/1339, 5-6=-1782/1306, 6- 7=-1197/961, 7-8=-1197/961, 8- 9=-1216I970, 9-10=0/482, 10-11=0/366, 11- 12=-536/515 BOT CHORD 2- 25=-1401/2498, 24-25=1401/2498, 23- 24=-782/1676, 23-32=-782/1676, 22- 32=-782/1676, 18-19=-465/359, 15- 16=299/442, 14-15=299/442, 12- 14=2991442,16-18=-1824/918, 9- 18=17361939, 8-19=425/385 WEBS 3- 25=0/331, 3-24=-829/659, 5- 24=-195/452,19-22=-707/1579, 6- 19=-645/386,9-19=-1065P2037, 11- 16=-885/688,11-14=0/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cal. 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 D0L= 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) All plates are 3x6 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-M wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) except Ot=lb) 2=340, 16=451. 12=228. LOAD CASE(S) Standard tuq. rleu rayq.. r'LI rGf ruf 9(1Na; iAL lirh r cu a n11HIbFfj xnCatlrGxiaT ra Mrtir r rr r nr res • M Inn 6a w.q;Rlr r wy Ir• a r! Ifim fYe rr,n.0 Yru rr.w and • r R.Y Wnrarpsur k.rr4lRakn4nshr:s rvrhpa0s.frrtirl¢r:rur.wtM rgiae.¢garlrptr.ager rel.Ynrrkq4kujr Mrlgaalorill r¢.railll M1kt*nwlrtryrre.ta4Wr Anthony T Tombo ill, P.E. rn. 4rrnnsr.ynrny.mw+ra...ra..r.rtd.rw ry.,.r.rn4rttrnrrkyr nrrn}tr".Airmr w.,.+ru.ur.ykrrt r*..a.mnr vakrm.,rn4 a80083 r wyky"whed. a.krur+.rl rrr.errsdrarnarryrnr.msanIrar.nll rursryn+rvu e r aui.rnrn,r•ranra 4rhnrrp.,Im,tvtq... Nu ra.r+..,rm 4451 St. Lude Blvd. r4a. nrWkr[a1 .A a.rr,ry i lma b*ln Wilt" p"WTI, Yykryn.•kruf m h}wfR kay am"".atoni"NIM Fort Pierce, FL 34046 Orr* 0201A Ad Aadn) L lrcbm,l.I, trrrrmm dbis Aarrra.huf bra apeOuAxa4afa-imatemniaahm 41 Ls!(mus- A64q l.Icafa 0, 11. Job Truss Truss Type RYAN HOMES/ SEASIDE v1 WRCSSIDT A17C Hip Q!-tY—]PIY 1 1 A0212083 Job Reference (optional) w.y•,a • .w... nw. o. cu a i.w 144- a rnnr. o. ito s muv is cu i r mi i eK mausmes, inc. Mon Jan d 12:4a:a1 Lu1t1 vage l ID:P42uXRd_N21 gP?afFS_28yAdrr-nBNoeaTDNTF_HmPBVSF4hNvdEriiOL6P8DIZOhzxOfw 0 81 13 13-0-0 20b-0 28-0 0 35.0-0 7 41-5 3 50-0 0 5 8-6-13 4-5 3 7-0 0 7 6-0 7-0-0 2 0 0 4-5 3 8 6 13 -0 50n f12 Sx6 = 3x8 = U6 = 3x4 II 4x6 = Sxe I/ 4 5 e 7 A Dead Load De11. = 1/4 in 24 23 22 31 21 20 19 16 15 14 13 4x6 = 2x4 II 3x8 = 3x6 = 4x6 = 500 = 3x6 = 34 — 44 = 3x4 11 5x10 MT20HS= 13 50-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.17 24-27 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 0.42 24-27 999 180 MT20HS 187/143 BCLL 00 ' Rep Stress Ina YES WB 1.00 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.23 24-27 999 240 Weight: 275 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing direc0y applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 3-" oc bracing: 15-17 10-0-0 oc bracing: 18-20 WEBS 1 Row at midpi 5-23, 8-18, 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1391/0-8-0 (min.0-1-10) 15 = 2310/0-3-8 (min.0-2-12) 11 = 482/0-8-0 (min. 0-1-8) Max Harz 2 = 95(LC 17) Max Uplift 2 = 328(LC 8) 15 = 498(LC 8) 11 = 219(LC 13) Max Grav 2 = 1397(LC 23) 15 = 2310(LC 1) 11 = 502(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2746/1676, 3-4=2187/1437, 4-5=-1968/1370, 5-6=-1402/1046, 6-7=-1402/1046, 7-8=1418H050, 8-9=0/475, 9-10=-495/677, 10-11=-470/449 BOTCHORD 2-24=13652477, 23-24=-1365/2477, BOTCHORD 2-24=-1365/2477, 23-24=1365/2477, 22-23=-992/2011, 22-31 =-992/201 1, 21-31=-992/2011, 17-18=-518/357, 1 4-15=-308/214, 13-14 =308/214, 11 - 1 3=-238/380, 7-18=427/391, 15-17 =- 1700/958, 8-17 = 1607/978 WEBS 3-24=0/288, 3-23=-667/538, 4-23=291/539, 18-21=-915/1869, 9-15=-011/322, 9-13=-710/945, 8-18=-1169/2249, 5-18=-727/426, 10-13=-491/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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. 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-" wide voll fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=328, 15=498. 11=219. LOAD CASE(S) Standard n u rn mr. r •r i roa imlu(ltuu'; aryl cur r ana•1 mm• imtrluvunnre r r• trh .r r r r.. a un, r,*r.Ine1 rr rw.1 i ice. ui Wig seeran. rn rn.. oat. r ist, r. rina ar yrrtd YmrrraC•4 ny n.4m r T 6!yi.lrKbh rtd.gtY ndl xrp•tIrK6'.wr•paq oP1lnrrrtgrrnji M YrRI rf[r¢,re Rl h u+/Lhrq or•t aW1 I rry4r t„r.•w hr,.y..rnrro...ro..r.rm,...rrrrrr.,.r rerrKr[rrrrw orrnu r.rrrnrr rrin.rkn..eydy,r*..srr.,t.,r,.err.y.r r Anthony 80083 l[, PE. i.uwvr.rurrranrr.rn4rwgrgssgnir,o.ngNr nhmruu. rwr r.r m mnr.y.rrnrmrr m 38Ludeen.u.rry.c..a r.•.,rlyrrse.wrri u,nrorr,.nu,rw rvr.,.msta.l.p.i.tryuy.rrr.;nnrr.mi r+w,t M.t.rNumty.an 4451St. LucleBlvd. gMm101{ IllndhnutA•6rryI.IWm,t.1.trprimiadditirmn.u•ghrtitpi lnelraYnntMnm'ifenitwtrM44lydlminlNrryl.ImS.N,li. Fort Pierce, FL 34046 Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIDT A18C Hip 1 1 A0212084 Job Reference (optional) Al MOOT 1 Fusses, Pon Pierce, rL 34u4o, aesignLaltruss.com 56 = 500 12 4 9pa ill 23 US = KUn: mizu s Nov 7Z Zul / t'nnu C.1ZU S NOV U ZUl1 MI I eK InOUStneS, Inc. Man Jan B 1Z:4d:OZ ZUld rage ID:P42uXRd_r421 gP?afFS_28yAdrr-FNxBswUr8nNruw_N39mJEbSoOF4 LIrsYNt 16w7zx01 28-0 0 35-0-0 39 0 0 43 1-15 50-0 0 51-0 8_ 7-0-0 4-0-0 4-1-15 6-10-1 3x8 = US = 3x4 11 4x6 = 5x8 = Dead Load Dell. = 318 in T7 5 6 TA 8 9 OxIUMIZUNs= r 22 21 20 19 16 15 14 13 34 = 4x6 = 5x10 = 3x6 = 3x1 = 5x10 MT20HS11 3x8 = 4x6 = 50-M LOADING(psf) SPACING- 27 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 7C 0.78 Vert(LL) 0.30 13-29 606 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.65 23-26 642 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 HOrz(CT) 0.05 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 23-26 999 240 Weight: 269 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-4-4 oc bracing. Except 3-5-0 oc bracing: 15-17 10-0-0 oc bracing: 18-20 WEBS 1 Row at micipt 5-23, 5-18, 8-18, 18-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1293/0-8-0 (min.0-1-9) 15 = 2637/0-3.8 (min. 0-3-2) 11 = 253/0-8-0 (min. 0-1-8) Max Harz 2 = 81(LC 12) Max Uplift 2 = 307(LC 8) 15 = 648(LC 8) 11 = 158(LC 13) Max Grav 2 = 1303(LC 23) 15 = 2637(LC 1) 11 = 287(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2549/1545, 3-4=-2183/1305, 4-5=-1976/1260, 5-6=-1009/631. 6-7=-1009/631, 7-8=10221627, 8-9=-773/1622, 9-10=-219/697, 10-11=-71 /551 BOTCHORD 2-23=-1273/2316, 22-23=950/2047, BOTCHORD 2-23=127312316, 22-23=-950/2047, 21-22=-950I2047, 17-18=-1613/1122, 11-13=-4711127, 18-20=0/256, 7-18=-050/414, 15-17=-2647/1455, 8-17=-169911047 WEBS 3-23=-421/447, 4-23=-183/540, 5-18=-1166/735,8-18=-1559/2883, 13-17=-492J503,18-21=-901/1871, 9-13=-325/599, 10-13=-490/495, 9-17=-14591854 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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-" tall by 2-" 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 (jt=1b) 2=307. 15=648, 11=158. LOAD CASE(S) Standard R.t rleu r.m.. r'u IOA multi 1r u-; ari,i I:m r march mtult iuwr:IRu,r r. mn., .,, r rid r,. r, u.,, e+Mr..pttl rr r 1 I.r r rt en n, tr. wn r rwn rn.n, mr.r la..r rtn o.a. M,+rr,rrrne.r,ix u.im,ryt y llr+It4.,,rd.wltl m,.,eyr,n:,r,olrrnrrt 4r,y, hn, rloternrntl,r. nrl Ir.v*np,e ra mn.rrq Anthony T. Tombo III, G.E. I rn,wtm,rgrrthrny.,rlxro....ra..r,..tre.p.brr7r,...rorn r¢rrrrrdrael.rrnu h.+zrte{r Wn,rrl,.,,.ayler{d*.nwr.rl..,t,tarrn,l.,.uri J 80083 Tim 27..l wa,or.rtnrrpenr n rr v rlxu.rsplgr+nl.mrsun,r rF.r, wi.rnr.y.,ra,rr,xr{mr,4•,t vt..m„r.ry..en 4451 St. LUde Blvd. er.e,MrA,l.xegr..yrine r,r,l lr Yn rq,t.ner,rrlry rer,.t.., 1.m tT,.tq Pry tl rCYrnnn W.IRI Fat Pierce, FL 34946 ry1ri{YrD11I{Ad ixllmvr lu6rry l.loa3r II, IJ. te dmiad0i, 6raw.uxrl fraispAiir/roS.gM rime. renitsi 6w t-I Wdlrrler AdVwtl. Ionlr l,ft. Job Truss Truss Type Dty Ply RYAN HOMES / SEASIDE V1 WRCSSIDT A19C Hip 1 1 A0212085 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print. 8.120 s Nov 12 2017 MiTek Industries, Inc Mon Jan 8 12:48:52 2018 Page 1 ID:P42uXRd_ A21gP?afFS_28yAdrr-FNxBswUrBnNruw_N39mJEbSmgFSJIgFYN116w7zxOfv 10,0 9-0-0 15-5-2 21-8-9 28-0-0 35-00 39-0-0 P1-0Q '0 0-0 57-" f0 0 9-0-0 6 5 2 6 3 6 6 3-8 7-0-0 4-0-0 2-0-0 9-0-0 -0 5.00 f 12 2x4 = 2x4 II 5x8 = 2x4 II 3x8 = 3x6 = 3x4 II 4x6 = 2x4 11 6x8 0 Dead Load Defl. = 1/4 in 23 22 21 20 19 . 18 15 14 73 12 WO= 4x6 = 2x4 II US= 5x6 — 3x4 II 3x6 - 4x6 = 4x6 = 3x8 = 3x8 MT20HS 11 5x10 MT20HS= 33-10-035-0,0 41-M 10,T l0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.21 23-28 199 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.48 23-28 871 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.88 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.29 23-28 999 240 Weight: 264 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except' B1,B3: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W5: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-1-3 oc bracing. Except: 4-6-0 oc bracing: 14-16 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 8-17, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. lb/size) 2 = 1312/0-8-0 (min.0-1-9) 14 = 2573/0-3-8 (min. 0-3-1) 10 = 298/0-8-0 (min. 0-1-8) Max Horz 2 = 68(LC 12) Max Uplift 2 = 328(LC 8) 14 = 655(LC 8) 10 = 165(LC 13) Max Grav 2 = 1313(LC 23) 14 = 2573(LC 1) 10 = 316(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2488/1428, 34=2630/1640, 4-5=-2630/1640, 5-0=-13611872, 6-7=-1361/872, 7-8=-1398/888, 8-9=-832/1833, 9-10=-91/470 BOTCHORD 2-23=-1 12312210, 22-23=-1123/2219, 21-22=-1123/2219, 20-21=-1127/2253, 16-17=-1821/1123,10-12=-398/197, BOTCHORD 2-23=-1123/2210, 22-23=-1123/2219, 21-22=-1 123/2219, 20-21 =-1 127/2253, 16-17=-1821/1123,10-12=-398/197, 7-17=-387/358,14-16=-2533/1426, B-16=-1717/1039 WEBS 3-23=0/355, 3-21=-255/646, 4-21=4104/340, 5-21=-252/442, 5-17=-978/606,8-17=-1834/3462, 12-16=-253/131,9-12=-14/366, 17-20=-1034/2107,9-16=-1823/1037 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasil=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16h; Cat. II; Exp C; End., 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-&0 tall by 2-" 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 (jt=1b) 2=328, 14=655, 10=165. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard w.n.uw.m..r'uroaaR41(411R;if-lLrun Ltuo[6n41ar11A!rlxvr1'.[fRtir. rrrwrl,r,rrr,.r,u.,,nx ra.q(trhrrrY l.lr.Sr!rr mAMli„u rtuew.nofN.rtaµ rltl je,,alrndrriL'.Mril 4tlmtlnF W-1,}er1r,.gill,pnm.kcgdc,4r.,rla ee.mrrt4nkr Mq/Y,.}Ms grtlerfNrr,.e ml hrq,km retlrry ufe.t rYq r..4r,tin,rywynr„y.,rn4ro..,.rc..r,.ra,. .rryr,.,.rwn4rRrurr rryr rnu ry'.+4rm r w..4rl,,,ey,r*..,rrrrr.,r,rrr.y,,.u14 Anthony 7. 80,083 ll,P.E. r Wyltprr0ee, un,,e w.rmrrpamdrxd ,drww.,(Trsru. W.o.msgdhtnrlun d.reryrfre, nu ar.,r.y.,rir,rrr,4rxn; c,q.,lm, ,pt.rl.nm rr. r,o i 80083 AraekWMk;raa N .a.,r1 rel rkYJ IY hs,rc trab Ulr Mly r,lp.•Ln,hta tom../gttia,FY Yro nnlil•Rtl 445t St. L,x9e Blvd. gtri{h9101{4d lullms•, A ntl.Im+am, r}. 4t.baia ddi, Mom. i ul twin MAilm dw,M Maki rerritua hn 4 1 hd lmsn- AArry 1. Iw5a In, ll. Fart Pierce, FL 34046 Job Truss Truss Type Oty Ply HOMES / SEASIDE v1 WRCSSI DT A20DG ROOF SPECIAL GIRDER 1 2 RYAN A0212086 Job Reference (optional) A7 Hoot trusses, Fort Pierce, FL 34946, design(mal WSS.COm Kun: 8.1 "20 S NOV 12 201 / Print: 8.120 S NOV 1Z ZU11 Mi l ek Industries, Inc. Mon Jan 8 12:48:54 2018 Pagel I D:P42uXRd_Kj21 gP?atFS_28yAdrr-Bl3xHcV6gOdZ8E8mBaonJOX6a3mZDi 7 rrBW D?OzxOft f-0 0 7 8-0 11-0 011 8-0 16 9-6 21-910 28 0 0 33 4 13 35 38-2-6 , 42.3-5 50-" 5,1-U 3-0-0 0-8.0 5.1-0 1.11-10 6-3-0 5-4-13 1-7- 3-2-0 4-0-15 7-8-11 5x8 = SKIS = 3x4 II 5x8 = Dead Load Del. = 5116 in 27 26 25 24 37 38 23 39 40 41 22 21 18 17 16 4x6 = 4x4 = 64 = 5x6 = 56 = 5x12 = 502 = WTI = 4x4 II 4x6 4x8 = 3x6 II 7-8-0 11$-0 16-9-6 27-9-0 28 0-0 30-0 Q 33-10-0 3$ 0 038-2 6 50-0-0 7 8-0 5 i 4-1 6-3-0 2-0 0 3-10-0 2 3 2-0 11-9 10 Plate Offsets (X,Y)— 3:0-3-0,0-2-4], [4:0-2-7,0-2-8], [5:0-5-12,0-2-8], [10.0-2-8,0-2-12], [12:0-4-0,0-1-12], [16:0-3-8,0-3-0], [19:0-4-4,0-2-8], [20:0-6-0,0-2-12], [22:0-2-0,040-8], 23:0-3-0,0.2-41, [26:0-3-0,0-2-81 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.34 23-24 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.67 23-24 631 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) 0.04 17 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.37 23-24 999 240 Weight: 587 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except' B1,B6: 2x6 SP No.2, B3: 2x4 SP No.3 132: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except' W8,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-&6 oc bracing: 19-20 6-0-0 oc bracing: 16-17,14-16. 6-0-0 oc bracing: 17-19 10-0-0 oc bracing: 20-22 REACTIONS. (lb/size) 2 = 2137/0-8-0 (min. 0-1-8) 14 = 322/0-8-0 (min. 0-1-8) 17 = 4950/0-3-8 (min. 0-2-15) Max Harz 2 = 86(LC 9) Max Uplift 2 = 656(LC 8) 14 = 642(LC 19) 17 = 1388(LC 8) Max Grav 2 = 2140(LC 19) 14 = 344(LC 12) 17 = 4950(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4820/1471, 3-4=-4445/1421, 4-5=-7161/2262, 5-6=-8464/2646, 6-33=-8464/2646,7-33=-8464/2646, 7-34=-3465/1058, 8-34=-3465/1058, 8-35=-3465/1058,35-36=-3465/1058, 9-36=-3465/1058, 9-1 0=-3508/103 1. 10-11=-181815982,11-12=-1650/5633, 12-13=-685/2280,13-14=-629/2122 BOTCHORD 2-27=1334/4374,26-27=-1729/5700, BOTCHORD 2-27=-1334/4374,26-27=-1729/5700, 25-26=-1966/6469,24-25=-1966/6469, 24-37=-2201/7310,37-38=-220lf7310, 23-38=2201/7310, 23-39=224/853, 3940=-224/853,40-41=-224/853, 2241=-224/853, 19-20=-4743/1491, 16-17=-1024/221,14-16=-1914/624, 20-22=0/366, 9-20=-540/335, 17-19=-5039/1383,11-19=-267/141 WEBS 3-27=-395/1542, 4-27=1766/577, 4-26=1207/3856,5-26=-3797/1270, 5-24=-746/2229, 6-24=298/192, 7-24=467/1394, 7-23=-204/269, 20-23=-1998/6526, 10-20=2612/8730, 10-19=-1293/425,16-19=-1139/552, 12-16=-230/950,13-16=-545/301, 12-19=-5132/1428, 7-20=4051/1270 NOTES- 1) 2-ply truss to be connected together with 10d 0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vul1=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 5) Provide adequate drainage to prevent water ponding. 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-M 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) 2=656, 14=642, 17=1388. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 125 lb up at 20-8-12, 163 lb down and 125 lb up at 22-8-12, and 163 lb down and 125 lb up at 24-8-12, and 163 lb down and 125 lb up at 26-8-12 on top chord, and 1809 lb down and 598 lb up at 18-8-12, 88 lb down at 20-8-12, 88 lb down at 22-8-12, and 88 lb down at 24-8-12, and 88 lb down at 26-8-12 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, 3-0=-00, 4-5=-00, 5-10=-00, 10-12=-60, 12-15=-60, 2-22=-20, 21-22=-20, 19-20=-20, 17-18=-20, 17-30=-20 Concentrated Loads (lb) Vert: 33=123(F) 34=-123(F) 35=-123(F) 36=123(F) 37=-1809(F) 38=-71(F) 39=-71(F)40=-71(F) 41=-71(F) r..,l.lrur.m..rYlmClvs6fvuR-i.riu 'ulltlttrce truwtbrdjrf:ntri rr r. trh .rr r,r r. r, Gn,a tr.Qe;rr wq I.r Rr! er,n uwli,ry rw r.n uw.rll.w rtno»irscrrnrrrtrl.r,4a u.trnsk rp..p,-!6 e,r..In em..cy 4rr,rcr,m,errirnrrr 4ruy,un,rravarlr.ry.rnrt. hruxm..trgor..t,wrrt AnthonyT. Tombo III, P.E. w.dwl-b—minhile. Y.&O+ra..,.ro..r,.r.n.*..rurtk,.,.r.rn4rrrrcrrrdwgd,rnu. o,M4rerr w.uxrtm,,,argkaq 4 80083 rra R1144—(r umrr wed wWrrnr ur.rlsnh big" 4wita. hk..M Pkw4M.W rFd,QFldnrnynyi n.Irn YYn lrw,hm M.p 6gr Nn I 4451 St Lude BlvdA..m YY.IF a( w.fa Nq.. na y i.b.wrr Ir inn rays L..Y.iIr Wylnir.. i.0 S.ae [.p./.7 W1 nq.0trW— iftW.ml. zt Fort Plerce, FL 74M6t#pro 07111 Ad lod hnus- As9w11. toxb d,f.l, le7a.iaim d6nborn.uw1 Toro isr.11wi r6wiir.rat.femssiubw 41 lad Imes- A.Mn L lon1.l 71. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 A0212087 WRCSSIDT C01D Hip Girder 1 1 Jab Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:55 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-fydJUyW kRilQlNjykHJOsD3MmS81yGq_3rGmXSzxQfs 1 0 0 64-0 15-64 173-3 22-0-0 1-0-0 I 64-0 9-2-4 1-8-15 I 4$13 Dead Load DeB. = 1/8 in 13 12 11 1.5x4 II 3x4 = 5x6 = 3x4 = 3x8 = 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.12 11-13 903 360 TCDL 10.0 Lumber DOL 1.25 BC 0 68 Vert(CT) 0.23 11-13 471 180 BCLL 0.0 ' Rep Stress Incr NO WB 0 57 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.07 13-16 999 240 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-" oc bracing: 11-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. All bearings 15-8-0 except Ot=length) 10=0-8-0. lb) - Max Horz 2= 78(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-107(LC 8), 13=-1134(LC 5). 10=-189(LC 31), 11=-509(LC 5) Max Grav All reactions 250 lb or less at joint(s) 2, 10. 2 except 13=1516(LC 39), 11=1162(LC 20),11=1158(LC 1) FORCES. (lb) Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. BOTCHORD 12-13=-396/624, 11 -1 2=-396/624 WEBS 3-13=-1220/1486,5-11=-731/393, 4-13=-838/521, 4-11=-052/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf-. h=16ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" 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 107 lb uplift at joint 2, 1134 lb uplift at joint 13, 189 lb uplift at joint 10, 509 lb uplift at joint 11 and 107 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1270 lb down and 1787 lb up at 64-0, 103 lb down and 113 lb up at 84-12, 103 lb down and 113 lb up at 104-12, and 103 lb down and 113 lb up at 124-12, and 513 lb down and 324 lb up at 13-74 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-00, 3-6=-60, 6-8=-60, 9-14=-20 Concentrated Loads (lb) Vert: 3=701(B) 17=-103(B) 18=-103(B) 19=-103(B) 20=-513 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 0% y.ir a ir...rutS]Fi168f9a1ii7!?ILL entaaceral lanlrmlraam'r.rhr.owe.tr.e.mumr,.Psrrrs ti.rar/m osruen.urwr m ra.y ar u.n.euarrnarris..r:.tminsb...srrrt rlarr.m.n.uyrn wre,nr.Pu.r.cynrrry rup uyar.rrsrr.wou.nrurn.n•ry rmww Anthony T.Tomlaul,PE. I r .mim rRea er.r.Jo.pro..rc.rrr.n+.rregr..rma rn,rarrdrty,rro++ n.r.r rrar w..+rn..byrr o..r..r..crrr,.eq+ a SDO83 rrrgm rirar. neii r.risrr m,rrrbn ru+rrr,.rtwlrrr.6prrdhinrfrr.,,e.rtwpr4rf i nurrnrv¢au,rtrr rka,mq.,u.okyt r'mouru...r»r 4.151 St. Lucie Blvd. o.m rrnsccdgrr•.nrpsn.dMd m r M..er iadys..k slydnt4..nrtq ngsiri.c.inred.au. fart Pierre, FL 34946 l.grytiQ711i Ad [wllntsrs-Amuf l.lsu m, ri tynAair.dikisdxwe.iol Lions frddked.dl.ahnen p issiMhn l-1 lost lmsrs. hu"]. bcl.a,1 Job Truss Truss Type Oty Pry HOMES / SEASIDE V1 A0212088 WRCSSIDT CO2D Hip 1 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:56 2018 Page 1 1 D: P42uXRd_Kj21 gP?afFS_28yAdrr-78BhilXMC?tGNX181?rFORcSIsTftilg81 V?K3vzxOfr 1-0-0 B-4-0 15-3-3 22-" 1-0-0 8-4-0 6-11-3 6-8-13 4x6 11 4x8 = Dead Load Defl. = 3116 in 3x4 = 3x4 = 1.5x1 II 1.5x4 II 30 II 8-4-0 15-3-3 15 -0 21-4-0 2 8-4-0 6-11-3 13 640.0 041-0 Plate Offsets (X,Y)— 4:0-5-0,0-2-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.15 11-14 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.34 11-14 539 180 BCLL 00 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.23 11-14 800 240 Weight: 92 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, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-6-8 oc bracing: 2-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2 = 678/0-8-0 (min. 0-1-8) 9 = 794/0-M (min. 0-1-8) 8 = 336/0-8-0 (min. 0-1-8) Max Horz 2 = 91(LC 12) Max Uplift 2 = 188(LC 12) 9 = 209(LC 9) 8 = 213(LC 9) Max Grav 2 = 678(LC 1) 9 = 794(LC 1) 8 = 336(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-916/637, 34=762/679, 4-5=-180/366 BOTCHORD 2-11=494/768 WEBS 4-11=-318/815,4-9=-082/358, 5-8=307/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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-" tall by 2-" 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 188 lb uplift at joint 2, 209 lb uplift at joint 9 and 213 lb uplift at joint 8. LOAD CASE(S) Standard myn.vb.rgmnY'IINCfeSS6(1FIlfl-yari 171f4m1t4f.(1NN11/11r1x[1Crtti@Ir.n Inh.nrlR•,rnr.n,.enNnh.'hry7CJrY1 1.Id,Lr!.hkml4nldn,u tlu.M.nrr,l.Mm,rr rmm fnuarnrrrm.rnb n,m r.t.y,.4++r lu.n,.e.wrs,4rFru.r.Ps mirrtnrrru 4rofa.,ym.r r.p..tR1 R.4m r r nr..trq Anthony Tombo 111, P.E. r.v4Ytiwn q1,IlYrbMn,rddg/Y0—.Y0.n6WCe*r.ftNhq .,.No" ONILblrsldW 4,*.WR14 480083 4, Id4 hvp..l,eab 11.R„ew.YiM rY trr[d.t4hFi(fq.r7M Wr•r1fAi117 RIr Sfl n:EnedY l , ori.r,my.ris,rm4r n:r,4.,iou6...lm, rare.. em 4451 St Lucie Blvd. O.nu WM,;e*NT..h.wY,l IL hnlArfr.hlrii tl F/y lmr,. i.0 l.re 6Mw /.. Yhr uar.Ir anlnnlfr.iM Fort Pierce, FL 34046 hryMD7011411.dknus 4.d.pl.lu5.m,ri. laps Jbnrr..m.h.ghrai,rA liei..imIMViNIpmsti..6..4-11adtmur-A.ti.ry1.IM6.a,r.l. Job Truss Truss Type Qty Ply SEASIDE v1 WRCSSIDT CO3D Hip 1 1 RYANHOA/ A0212089 nal o U'quya -uss.wm nun: o.r zu s NOV 1z 2u1 r Print: 8AZU s NOV 12 2U1 r MiTek Industries, Inc. Mon Jan 8 12:48:56 2018 Page 1 ID:P42uXRd Kj21gP?ofFS_28yAdrr-78BhilXMC?tGNX181?r1FORcWgsRshjH81V?K3v2xQ6 7-8-5 133-0 21-0-0 22-0 5 AM-07485. 8-0443x4 = 3x4 = 3x4 = — — 3x4 = 1. 5x4 II Dead Load Dell. = 5/16 in 1.5x4 II 104-0 15-4-0 21-0-0 22-" 2 104-0 5- 0- 0 54-0 0-" Plate Offsets (X,Y}- 2. 0-0-6,Edge), j4.0-1-4,0-1-121 f5:0-2-00-2-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.26 13-16 718 360 MT20 244/190 TCDL 10.0 Lumber DOL 1. 25 BC 0.88 Vert(CT) 0.57 13-16 321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix - MS Wind(LL) 0.20 13-16 940 240 Weight: 98 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 4-2-11 oc purlins, except end verticals. BOTCHORD Rigid ceding directly applied or 10- 0-0 oc bracing, Except: 7-3-10 oc bracing: 2- 13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 687/0- 8-0 (min. 0-1-8) 11 = 791/0-8-0 (min. 0-1-8) 10 = 331/0-8-0 (min. 0-1-8) Max Horz 2 = 105(LC 12) Max Uplift 2 = 190(LC 12) 11 = 193( LC 9) 10 = 192( LC 9) Max Grav 2 = 687(LC 1) 11 = 791( LC 1) 10 = 337( LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 940/672, 3-4=- 649/524, 4-5=-146/380, 5-6=- 183/396, 6-7=-187/266 BOTCHORD 2- 13=546/827,12- 13=- 235/549, 11-12=-235/549 WEBS 3- 13=-441/478, 4- 13=- 267/536, 4-11=-015/139,6-11=- 339/317, 7-10=-282/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL= 5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi= 0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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-" 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 190 lb uplift at joint 2, 193 lb uplift at joint 11 and 192 lb uplift at joint 10. LOAD CASE(S) Standard rnq. n„ r.hm..r• u roa mua(vury.!i!mkkoue+s mlHlbrrlx.irrlclrti 1^4,Tr re,r rra,num r+,rr..y;nklrrra 1.1" ar!u r1u,!r,urr,rrrre.r,au, umr.r4 F+.>rr+1Wr*:r ry1r,m,.,cym rrtr.P..,.rnrrr,y r,y,ump,a ro.4..ini r wkir.lum.+rh r.,.4 rm,r rr br,. y.,rr,arc.,.,ro..r,..mtq+.rrra,rr,f.,.r.n rrrnrrrdr+rr,rrnrtr .,i rror ru..err,urywyd*..,rrrrr.,{nrrm,r Anthony T.80083 ll,P.E. rYyrp.r d u,n,mr. rlerr n,rr.rn rwykermYur.rignhmrvu,t.ur uidr,r.,rtr.irnxrrmrp.,rmr a51 St.j J Lucie Blvd. Arms r r trneq 1,^ bnyr, i r•Y bnbLL I r,n b Mr YIP, Pup. L.0 S,m lqw Iy ley u ur r n, n fr. iM1l Zt Fort Pierce, FL 14446 si,Irwa,u.ry hra ilrrllutl. u4q Ar nBr.{emstiu hr Ad loci Lntl.AClny l.ImL N, r1. Job Truss Truss Type city Ply RYAN HOMES / SEASIDE V1 WRCSS1DT CJ1 Comer Jack 7 1 A0212090 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run, 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12 48:57 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-bKl4vdX_zJ?7?htLsiMUxeggWG_ZOHAHX91tbL.zxQfq 1-0-0 0- 20 = LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.00 5 999 240 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 0-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-11-5 except Qt=length) 3=Mechanical. lb) - Max Horz 2= 35(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 3, 2,4 Max Grav All reactions 250 lb or less at joint(s) 3, 2, 4, 2 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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) 3, 2, 4, 2. n r.}qm..r'iitom r+rr..liclrr ri.r.rtaimtrees vr.nmr.r!ar ohm a.nym ur arrrnc rw r tm r,4u6,.fry.rW.,.r r..n .m rr u.d.prn'eyr rrhoQrr h.,,pu rmerr... nr!r e r+nr hr m.wrR Anthony T Tombo III, P.E. r rnr.ur wy r.n+ro....ro..r.ro-e...rurrry.,.rrarrrrotrrryr yorrtnt r rurr ru rrt, .y dyu.*..rr.h.q rerrr rr r,q..tru. umWol"bl drranrrurnerrry wfemhr.o.NsprrmgRrsu r.mr rr.r. RldafrnyafHY dM rhn k p,tm rupl rM Ni...in # 1 4451 St. Lucle Blvd. htihmro![..nrnrwgr,y,.h.s n,tT.r.lhaynopmr.u nrr.nu rortPlerce,fL 14946 gniH40701{ 411od Lnseo 4e6r1Lla S. m,IJ, tgdui. ddio l wn,uar Nm isp.AM lvmmik amrr tonirtia ho.4l rod Imm-lArq L toelhtl, F.E. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 A0212091 WRCSSIDT CJ1A Comer Jack 1 1 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print. 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12.48:58 2018 Page 1 ID P42uXRd_Kj2lgP?afFS_28yAdrr-3XJS6zYckd7_drRXQQgTshOagKtgkQQIpURBw(Qfp 0-11-11 0-11-11 2x4 - 0-11-11 al 1-11 LOADING(psf) SPACING- 2-0411 CSI. DEFL. in loc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) 0.00 4 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 4 999 240 Weight: 3 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlms. 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 = 38/0-8-0 (min.0-1-8) 2 = 21/Mechanical 3 = 18/Mechanical Max Horz 1 = 18(LC 12) Max Uplift 1 = 7(LC 12) 2 = 11(LC 12) 3 = 5(LC 12) Max Grav 1 = 38(LC 1) 2 = 21(LC 1) 3 = 18(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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-O 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) 1, 2, 3. LOAD CASE(S) Standard t... 1.Ib rngq ,... r •r (7 (atu; vt:(r, acw (sn r t risx (nmr m ruae.r (.. rrr y ram... r r r. m (m, n ti.;ne, rr u, t (.e ut mmv>in . r +e..w sr. r nti emore p.dr rrrm r.t( u.M r.v4rn.Y+(( r d.r,ro aim .rp. rrau.d rn rre*rufun,ym.rr r.ram( n Y...pn(o.ro.n.ma AnthonyT. Tombo 111, P E. W AMT.O., wq r.q.&i.?dro. ro..r...nwq.rrr M w,.r rndrKrlrrb.arc tr.rnu. rqF.+dr(Nr,4w..Art—"kftr*."9".Wk-,drr.q-ad4o 4 80083 r rYgl.grr(.eb uabu.a.rurrrromrrcorn rrr(.rw r.sm>ty(tmr>L r..arp.r1.(r. un afnr y.rr r.r`r.r m r.q.,(w h.4 (...rmxrrcr...ab 4451 St. Lurie Blvd. i r mw"M p.r..onr+.E( Fort Pierce, FL 34046 gro07016A Il.df.nur. ArO.ry L I..S.m,rl. trpri.oh.cld'nlnm(.u1tw.,npa¢I.ar.a A. nex. rer.i.tiu6..AllKlrm w tr6rry r.lou m,ll. Job Truss Truss Type Ply HOMES/ SEASIDE vlWRCSSIDTCJ1PComerJack10ty21A0212092CANReference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12:48:58 2018 Page 1 ID. P42uXRd_Kj21 gP?afFS_28yAdrr-3XJS6zYckd7_drRXQQg7sh?GgKt9kQQIpUR8nzxQfp 1.0-0 0-11-11 1." G.11-11 N2 mO T O W = LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 7 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.00 7 999 240 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. lb/size) 3 = 8/Mechanical 2 = 130/0-7-4 (min. 0-1-8) Max Horz 2 = 35(LC 8) Max Uplift 2 = 72(LC 8) Max Grav 3 = 19(LC 3) 2 = 130(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 20.0psf 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 capable of withstanding 100 lb uplift at joint(s) 2. n.r n.,r.'ryn...r'rarmfm ttiratr,nueunLt+lfOCrimro,t unceirnrtirr. Mryrypowirr.l.e.r,innd•1'k A(IIC(rr1 i IarRr! ehmtentd.ra ram..mamr.wR i rL1 dp udYnrhhR'eYnY r MSYgl e a.!h ryrui.lY`gem.m Ir .Wywgrz JYrYYket rsefh.!iynieeelNrry..nlM1i hruraru.MeLYdgiwe.s.llq Anthony T Tombo 111, P.E. I.r/biwi Y,gMiY(hM,ry.JYI/YO.re.YQ.'Nete eYYWrin r,e6ornJYPY[dleldl.iY(,ielml h M/hl7elelW.u/Yf:.u.d'Iq 4=4.Mlydkal YiYrmrvl 4 80083 Y lrlig4lgnnl.cf Vahui.•Ylr.l•dprif d Miff(a#dfAf!lreb!QAI'r FRI rSOnirati VpW MI.%.U.4 61an.1 Ong h kwhup., I— kW hpm Nu Vm6j . Wm 4451 St. l.ude Blvd. dk utinAr(—IirNTpe"hikv*A The5nl!Er.kl•Yy YUp,.1.0 L9n Enm/nIHh{ Yerrr etwtoniYd.aL FortPierce, FL 34946 gpirM0111{4 1Lidlmtn- Ardrgl.lo em,ri. te deoiwddirl.inn,hulhr..nthleelvmwllMnukrfa.ifuu6w411adlmut ArdnlLhnLO,rJ. Job Truss Truss Type city PN RYAN HOMES /SEASIDE v1 WRCSSIDT CJ2 Comer Jack 4 1 A0212093 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:48:59 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-YsgKJZEVwFrE?Ojz7Oy03E864fFuBfa_TE_gDZKOfo 1-0-12 1-6-15 t 1-0-12 1.6-15 LOADING (psf) SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MR Weight: 8 Its 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 1-6-15 oc pudins, 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 uide. REACTIONS. (lb/size) 5 = 160/0-7-4 (min. 0-1-8) 3 = 19/Mechanical 4 = 7/Mechanical Max Horz 5 = 53(LC 9) Max Uplift 5 = 84(LC 8) 3 = 26(LC 12) 4 = 25(LC 9) Max Grav 5 = 160(LC 1) 3 = 19(LC 1) 4 = 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=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. LOAD CASE(S) Standard k-Ilwu.wMhmv.rI = TOM,NS111,RM IM l L7IIMZMTDI'DITumetlmrra Mpwrl.rtr.r rtwtn lint hsq trl(YI.1rYtagllwY L1!YYm anldn.0 rht M.i. mr.r lstA rin pttrYtrrYtc.rta 4atrnsktgt up,.frwrllgQ;rtrw l tgn wnaran rp+:awwp.t rgrrkq YnplRtpciarnwp.ml tr.:*.o.lrkirarora.ttrq AnthonyT. T=bo 111, P.E. r.v rttwttrglYrhrirt tOY/YO.n.YO.w'tM.trnga.Y lyYs.,.Ya A/rRYYrrklrtYldrfRl hgrM/rlYrykY.u/Ylnu.r Yd>kq.NFbrYa>ludYYmleWglt 80083rnarlrya.rtm urnvrarurr r.r.,rrr l.rsanr.e.;11>Awrihmrsun,t drporrrt UI nYnywWr rMt rhntrr.,lm rp(purinu.b.n. do 4451 St. Lude Blvd. Ann YfrMtltttn qr qwa nnthi Ran.wH Ii 6.n rs Lgw.hlGlrlafn Ycp •intl.m hpw. tn7lerr Ytta.Y ua:nnitlwl•TI Fart Pierre, FL 3d446 6prio07016411ad1rassas-Arda7 T.Iob.m,O.I. rt rwddii6nwsn, iaa7 NMit r4W-6WTWnian Onwissia haw A4 lad Lnus- U&M 1. lamb 11, 11. Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 A0212094 WRCSS10T CJ3 Comer Jack 5 1 RYAN Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, design@albuss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:00 2018 Page 1 ID:P42uXRd_Kj21gP?ofFS_28yAdn-OvQCXfasGEOis9bwXrvBZHnKhT?SdevjD7zXCgz Qfn V1.0-0 2-11-11 2-11-11 2x4 = LOADING(pso SPACING- 2-" CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.01 4-7 999 240 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 = 68(LC 12) Max Uplift 3 = 43(LC 12) 2 = 61(LC 8) 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=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard s.r ir.ur..}nm..r•u rPJ nrssa(uw',ann L7lirwarcemm rvr:nncntwl.r hn r•F vr lrsr.rnr r,.wmna.rr...tmerrv>,i i tirr h4mr..1h... r. A... W.n TO..* rtn moo.p..arnrram r.tfr..hm lnP4 Pi.lr.yrrad.n,r.n 4nu.wrs r r mr.rnrrrsq ru.fh.r.r.n.r.mi hr,*e n+...r q Anthony T. Tomlw III, P E. r..driT..r."hWpobbp+ra..,.rc..,t.r.h.....rnr.1...r rn rILA, artyn+rnuo.yr..r.1rnr w..0nh...a,gl.rtn.*..a+r.+r.mrrmr.,rRa 80083 rwYlrp..lr.v u.r,ur.rmrrr.emr..rn rwytq.mfau.r.rpWr.rn ntimrwr..r lr pJr. 1FI.inY nywJi nrra,Irhrukp.,fm, M.p Fgrrinn eAtn.dn, I 4451 St. Lude Blvd. uI.A.Ir.tt.a.rTnhll.b.nH lY tr.nl.tlr[*.. n1,lr Yg4ute,. h.0 S.r [.P.f.7 r14 Lairdalrn n.,Yd.inl Fort PIMe, FL 34046 qP6 0 7114 41 tod lmut- udrq T. tau 11,11. IeF. W D&M d die dram, i Uj bran PIAWM vAra dr nma PKEWu6r. 4113d Tinet-AUMry L uo4.11,11. Job Truss Truss Type aty Ply RYAN HOMES / SEASIDE V1 WRCSSIDT CJ3A Comer Jack 1 1 A0212095 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12:49:00 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-MCXfasGEOis9bwXrvBZHnKUT?odevjD7zXCgzxofn 2-11-11 2x4 = LOADING(psf) SPACING- CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip 1 1.25 TC 0.11 Vert(LL) 0.00 3.6 999 360 TCDL 10.0 Lumber DOL 1.25 BC 012 Vert(CT) 0.01 3-0 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 000 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 3-6 999 240 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 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. (Ib/size) 1 = 116/Mechanical 2 = 75/Mechanical 3 = 42/Mechanical Max Horz 1 = 53(LC 12) Max Uplift 1 = 23(LC 12) 2 = 45(LC 12) 3 = 1(LC 12) Max Grav 1 = 116(LC 1) 2 = 75(LC 1) 3 = 53(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16h: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(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-" tall by 2-M 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) 1, 2, 3. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% F—r.rrr—r•Lir.r„91on.ma.brga rix' 00'./k,.IVhTook rH r kml t.pi.lpt,Ebel}YW.fN me.non/rrtsrr.p mlrlY.Yhk/euj Gn,ycl..elll.ry.Ul fYtnq u.a 4l dr r1Y[ Anthony Tombo 111, P.E. t d-d aiim,Y Ylkihv,ry.WhlY O.n.Y O.n',wYdd ..YMYr .,. Y.l.Idb KY 4 od1k Wh 4wkoW M. 1WgrN/ri1ln1 a,kYmilkL W" kdg f 80067 wrrh.".[mur,vr.rne""opM"r.r driya femr.n.PipNmhmrsun,t.mrp ou.r my.rr rm u n,tip.,mn pb#.ri.ur.ri.. rn 4451 St. Lucie Blvd. r.0 rr4 Gare N g.. nrr F i F..wH 1. im rm r [q w h IGI • Yq{ or,.6.,f a. [Tw Io7 Yor.t.0 n n fi.1. Rl Fort Pierce, FL 34946 grrgND}01{ 4-1low lmu,.l.Mryl.IoW IO, r.f. rtpN.aaddi,rwn.oaq bra itr{dRl.u{wiiM nmt irrmsiiuhrkl lad lrnut Abut I. IcW 1, 1l. Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 WRCSSIDT CJ3P Comer Jack 2 1 IRYAN A0212096 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:01 2018 Page 1 ID:P42uXRd_Kj21gP?afFS 28yAdrr-U6 al?bV1YWZUTA65YO05UJUMUUM591Smj5k6zxOfm 1 0 0 2-11-11 1-0 0 2-11-11 2x4 2-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP NMi.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 = 68(LC 12) Max Uplift 3 = 43(LC 12) 2 = 105(LC 8) 4 = 31(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=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=105. LOAD CASE(S) Standard q Mbu..w lr mr.b•1 i161IVi!B NII[I'y QniM1I 7.RCnr7{IC IiGf:r'JY67niKR,r Yr. hArky fcr,rrr r,.mlm,r,gth.gORlrb4l Itd. r!Mam fYwltln.0 YUMuu fbl.FiO. d1 MHn F,udIM.rYea I10.,a 4. Mrksl hrn.iF IWd.d,J.f iTom.wrt•.,/bnt'.ud gi'mFyRYYkfq k,.f hn, Yrnl.bl.4..b IM1I R.y en+Ir Yd9 o.Ee.t>YN Anthony T. Tombo 111, P.E. r.u/biwnbglJYlhMMiryniYl/b0.x,.YO..,',.1.hey,/.bYYlk}...Y n/bfLVKdblollaY,rrml byrMuntsr.tru.vuru.,,rr,rR..mr.r.,rewb.,.,:utu i 80083 rl. tsq.rtr.f u..,,.r.rnrrrl.emr.r.Mubtaqr.nsrnirsm rw,rshlnrw..,ssr. Miry.di r ror.,rsdr n,re,tmsluQsr..uum..rss 4451 St. Lode Blvd. er. nM mr M t..e t.l,r...t..i h r I.•..+.A i im rro. t*.. h un r Iq u,y.,. L.0 1.b. tqw MM.I rq a.p.e.M ns . AMrA. iM1i Fort Pierce, FL 74946 Mgyrirlso24164. 1 rod hues- A.M.1 I. IocAs 111,P1. rep.Mheim ddisl.swm.ieq bin is p.Yd'4edvv"?rame.reraisuwba4.11.d Imsts-AuM.I I. IW. II, F.I. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE Vl A0212097 WRCSSI DT CJ3T Comer Jack 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:01 2018 Page 1 ID. P42uXRd_Kj21 gP?afFS_28yAdrr-U6_al?bV 1 YWZUTA65YOO5UJSetIdM59tSmj5k6zxOfm 1-0-0 2-11-11 1 -0-0 2-11-11 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.04 4 871 360 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.09 4 395 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.03 4 999 240 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 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 quide. REACTIONS. lb/size) 3 = 104/Mechanical 3 = 104/Mechanical 2 = 187/0-8-0 (min. 0-1-8) Max Horz 2 = 68(LC 12) Max Uplift 3 = 43(LC 12) 2 = 61(LC 8) Max Grav 3 = 104(LC 1) 3 = 104(LC 1) 2 = 187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% oy.rr rw*—r•nmanMMnaw3iRIPS .iutr.ArKM1(% lxaannrcarr i.wararran,f N MUr —ow roO Wino• O pn uiY rrrr!•Yrlf l.imtk.}hn.p,_1r t,rurwgnlrymm n.rnhurTa'r:.rrtlRrr4u rv hw iips!rgwy,a lM1l ne.r.nga t lrq uun rrtq Anthony T. Tombo 111, P.E. rne yin,rgWq rnywWy rOwn.ro..,•„owq,..rlrlgry.,.r.n,Krllrr dr+ynrrml M1qrn/rror Wn.4rfm.agee.l,rq..W.rYy iMrmpvq/ t B 3 r tai rp rlw>. uwhuw.r rrr rb.n r r t rfrm r.rmywmhmrw..ttirpo+ ou r rn rn rr.n almr,,r tiv tq..Nu l..r,...ro 4451 St. Lude Blvd. m ie rF r craa qr 4w •• 4 arc r..l i hwi tn,r t,r. n m r my rain.. in>.an i,rw 4 n ti+4 ur..r n rr. nu. Fort Pierce, FL 34946 OPP* 0)1111Am] ladlnrua-A.Ourl.Iacb.m,I]. kp.i madAulw.ra,i.>)hran aidal dwnMnmr.Kmauuhr 411.Ilmrea 0es.gl.la.d.m,IJ. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 A0212098 WRCSSI DT CJ5 Comer Jack 5 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8A20 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:02 2018 Page 1 ID:P42uXRd KI21gP?afFS 28yAdrr-ylYzyLb7oreO5SIlfFxfeisczHcoSYPOgOSeHYzxO11 1-0-0 4-11.11 2x4 = 4-11-11 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 4-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.06 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.05 4-7 999 240 Weight: 17 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 4-11-11 oc purtins. 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 = 126/Mechanical 2 = 263/0-M (min.0-1-8) 4 = 64/Mechanical Max Horz 2 = 105(LC 12) Max Uplift 3 = 79(LC 12) 2 = 67(LC 12) Max Grav 3 = 126(LC 1) 2 = 263(LC 1) 4 = 90(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; 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 gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard rl.u..wMlrmn r'111Ri N1S13r51Lt1'y R17L L'1Y1eLi}rS nlRaltrfnx 7'.Ilfaflrin Ir1rb*I.cbrrir w.bL b*br jRlrr Wql I.i RlL hrm lknlAn.0 rYU Mn.. md.rl4..Ir rint.o puttik.rYrR.M rtl utMik!#ula.lp I4*.yhW.glM i¢otw.¢ganlrir/ru.w gm rzyrJq kr b44Y uy M pM.rl.11,.to 1M11 hb*ru.p..y um.n.rWl Anthony T. Tomb0111, P.E. 80083 710 ruerrremrr.r,4bratr.nmiµ51 St. Lude Blvd. cr.Ivrgn1r"I rt.b..Y.l t hmrmy..sr irwyrol...i.o19a1TwI.}ry AMNW mod". M1lZt Fort Pierce, FL 74946 grro 0 t010 0d Wilms - WIFY 1.161& m.li. lep 1h1d. d WS drum. u ut bra it rddirtl.11MIY nGln 0"S—ft .lit lu! TINOS - "Iry 1.1u1.0,11. Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE V1 AO212O99 WRCSSI DT CJSA Comer Jack 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:03 2018 Page 1 ID:P42uXRd_Kj2lgP?afFS 28yAdrr-0U6LAhcIZ9mHjcKUCzTuAvPnShyRq?fAv4CBp?zxOfk 4-11-11 4-11-11 2x4 = 4-11-11 4-11-11 Plate Offsets (X Y)— 11:0-0-2 Edael LOADING(pso SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 3-6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.06 3-0 921 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.06 3-0 999 240 Weight: 16 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 4-11-11 oc puflins. 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 = 196/Mechanical 2 = 129/Mechanical 3 = 67/Mechanical Max Horz 1 = 90(LC 12) Max Uplift 1 = 40(LC 12) 2 = 80(LC 12) Max Grav 1 = 196(LC 1) 2 = 129(LC 1) 3 = 91(LC 3) FORCES. (lb) Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; End., 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-M 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) 1, 2. LOAD CASE(S) Standard 1-ri.. r.pry n.. r•u ma nrslt; volt, uu i!IIR 4 tauio:n mm.ilrTcnluraniw¢er r. n7 pcsr, r:re r:. sn i.,,,r,;ieirr eny i Dart rrr<, srw,.0 rt„ rnn, mr. r or .4 IYln:st:il,udrwlrrID.Yrt11:e4r1: kcal*u14Iq.rtJ.fA,pew.scgrr,IrROti:eyrYwrrkt4 ruf M:I R1orrJlM..ee I111 hnp mn Yt orwt wdEl Anthony T Twnbo ill, P.E. f SM83 rwy r .+r l.,r. rrlbr„y.ir rF...to r,.rae..rwy .,.rorn4rttrgrrrdrr.lorrnu. nr.44rl r w .4rr,,rr s.eS r..r rr.mrrmp.s*4 avtouierxr 4451 St. Lucie Blvd. Fort Pierce, FL 74946r...,+rrti, cr.a t.l ... y r i.e s+•r i nr., tmr hp.. vl r errr, rup . x.0 f.+r 6p. e.r we4 u oruar rn., n rr. ni 1 gPgN0"it Ad bdInsls-A," I. lots N, U. lepdmim d dis dus w, uof Ira is iosfilud.6en rk into leniisin ba 4.1 Lod Inte,- Leroy I. tnhs It, H. Job Truss Truss Type City Ply HOMES / SEASIDE v1 A0212100 WRCSSI DT CJSP Comer Jack 2 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8 120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:03 2018 Page 1 ID:P42uXRd_N21 gP?afFS_28yAdrr-OU6LAhcIZ9mH1cKUCzTuAvPI Whwhq?fAv4CBp?zxOfk 1-0 0 4-11-11 1-0-0 4-11-11 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 0.51 Vert(LL) 0.11 4-7 514 240 MT20 244/190 TCDL 10.0 Lumber DOL ' 1.25 BC 048 Vert(CT) 0.10 4-7 603 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 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 4-11-11 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 = 126/Mechanical 2 = 263/0-M (min. 0-1-8) 4 = 64/Mechanical Max Horz 2 = 105(LC 12) Max Uplift 3 = 79(LC 12) 2 = 138(LC 8) 4 = 53(LC 9) Max Grav 3 = 126(LC 1) 2 = 263(LC 1) 4 = 90(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 nonconcurrenl 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-" tall by 2-" 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 Gt=lb) 2=138. LOAD CASE(S) Standard ru,a.m.ir mr rrr c.rnti n,Yn,ryhr••d;4 N r d,nr gem.,cp.,4r hr.pens,ygrrrcr4rufnn:ym.rlur..mu1 r.r rnwl u.ryq AnthonyT. Tombo 111, P E. i r.u/r,ImrgYY brirynM rO..rO.nlA.tln.YMrr1:,...ro n/r Lr[rrlol YrlY rirlM. hgrn!/rlAry W.vlrirm ri 4tti *.Gi rY.udMrmreY71 1BM81 rbtlgr„t.ld u.,yr.rmrrrpanre.:4rryr,nwgrr.e.lgsgr+rr gmrw.,r,.,,rpor r.r., Ll nrnyw,ii,rY,rYmR,q.,7,:,, M.q hgn.Im, h.Yon.:io 4451 St. Lucie Blvd. Fort Pierce, FL 3404611r6,n1,[,r.. Mir Ygleur..LuS.u. t,P•4y.ry u ai.u.,nrr.rn: trigio V Hit• Id trot h„M - k4m 1. lach M' P1. 1'?WKhN al6n hnrrt. i4al hra i, rMhUd.001k Wald prcSM ITM 4-1 lad fmu, - A16M 1. Ia.d.10, r1. Job Truss Truss Type Oty PlyRYAN HOMES / SEASIDE V1 WRCSSI DT CJST Comer Jack 2 1 AO2121O1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:04 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-uhgjN 1 dNKTu8Lmvhmg_7t7xv75KyZS IJ8kxlLRzxOq 1-0 0 2-9-8 4-11-11 1 0 0 2-9-8 2-2-3 2x4 = LOADING(pso SPACING- 2-00 CSI. DEFL. in loc) I/deb Ud TCLL 20.0 Plate Grip DIOL 1.25 TC 0.51 Vert(LL) 0.07 6 839 360 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.14 6 409 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.14 6 421 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0411 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 = 1691Mechanical 2 = 267/0-M (min.0-1-8) 5 = 26/Mechanical Max Horz 2 = 105(LC 12) Max Uplift 4 = 86(LC 12) 2 = 65(LC 12) Max Grav 4 = 169(LC 1) 2 = 267(LC 1) 5 = 52(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=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-M 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) 4, 2. LOAD CASE(S) Standard Dead Load Dell. = 1/16 to N Y 40N 4O PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% I-Nur...l,m+.r•I tb3 WM,'VULq Q13u Plr7l02X%MIrJVFr)11W1PJ6m1rr. 1.1maj!Iho, Lnli,.0 tln M.v md.a R.Y tna a, ymulkn.lrrar.kn!t r,.M,kWb".I *3 rbl•y.r,r.gtll,prim..cgw,4rr.tu.r.p.I,errJigrri,.Pdk rM,pm.rro o.—ImI rY c*m.gr uq ore.t wrq Anthony Twnbo III, P.E. t.nr.uynrn er,+ro....ro..,',r.m.,p.rrrytr,*.,.r,r 4rrK.rtrrrrkiyo rrtnirgF.+4rr r wn.4rnm.ayrasa4..atdrr..l,.akr.,r,:r 4 A80083 M I.Yg rvt. rlyd aa,vr.rirrrYr„anr.,,4rkr r,g,.afeur Y,.b,rxllr,Yrlhlrlr Sflni.afrp.4 pke, oLl.rnrny.Jin rkr,4r Ynr ltvr.Iwp tp lq..rin„r.,kbia 6ot 4451 St. Lucie Blvd. 4 i r.r, mh,l Ik trm rtl[I [pw b 141 r Idrgrn.,.5.,!.a. [,pr / g.arF Y g.d I m n nMr. TI Fort Pierce, FL 34446 CMrr9b9l01/Alt,d hnu,lc gl.lo.m, ri. tep,l.oiarJdi,I.wo.orr hra it Mr114e1.aW4.nirrarer.i,t.rhr 4d tod lmu,AefMg t.IoW N, r1. Job Truss Truss Type Oty Ply HOMES / SEASIDE v1 A02121O2 WRCSSIDT 003G Hip Girder 1 1 RYAN Job Reference (optional) Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run, 8 120 s Nov 12 2017 Print: 8 120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49.05 2018 Page 1 ID:P42uXRd_Kj2lgP?afFS 28yAdrr-MtE5bMe?4m0?ywU1KOVMGKU3CUZUlr1SNOhlttzxOfi 1-0 0 7-" 11$-0 i 18-8-0 1-0 0 74)-0 4-" 740-0 refl. = 118 In 34 = 1.5x4 11 4x4 = 3x4 = 34 = LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.10 6-8 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.21 6-11 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Wind(LL) 0.12 6-11 999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 5 = 1524/Mechanical 2 = 1587/0-M (min.0-1-14) Max Horz 2 = 62(LC 27) Max Uplift 5 = 450(LC 9) 2 = 476(LC 8) Max Grav 5 = 1524(LC 1) 2 = 1587(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3340/981, 3-15=3055/955, 15-16=-3055/955,4-16=3055/955, 4-5=-3346/985 BOT CHORD 2-8=-87.1/3017, 7-8=-872/3048, 6-7=-872/3048, 5-6=-827/3024 WEBS 3-8=10/691, 4-6=-16/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C: End., 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) 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-" wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except.(jt=lb) 5=450. 2=476. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 219 Ib down and 222 Ito up at 7-0-0, 123 lb down and 125 Ib up at 9-0-12, and 123 lb down and 125 lb up at 9-7-4, and 219 Ib down and 222 Ib up at 11-8-0 on top chord, and 413 lb down and 94 lb up at 7-", 88 Ito down at 9-0-12, and 88 lb down at 9-7-4, and 413 lb down and 94 lb up at 11-7-4 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, 3-0=-00, 4-5=-00, 9-12=-20 Concentrated Loads (lb) Vert: 3=-172(F) 4=-172(F) 7=-141(F) 8=-413(F) 6=-413(F)15=-123(F) 16=-123(F) 18-" PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% a-r nsa.Nrm..r'Glwrmaaswniwuurcerkc+ruelruury tia xxmrr.r.prnrr..e.rrr.bmenimrr>e.lr..iurrmsr.m.r .ymr.etadr ein'-.r na+r.rrrINN rk IN Anthony T. Tombo l!!. P.E. rwlYfYntY lY4tlsrt+clr!tlYO.e,YCatWcti..rli19M#..bolatlV.(,MrdrlolYBgaYrUl.hqr/rI9d WuIM6Rt.lrlri4y 44afY.el godYdurrtflJ ;6M3 Y IdArrrr..r n sur.YrsrrRnnrpr stY tp..snh rxrrtN;rtlAorh Plr4luod.r r4M Wiaonfs.grolf.irfasf6L•.0 Yur., rn.kq [wtlri....ttr.,rns 4451 St Lucie Blvd. rd. AsYdh 4ese4r q.. rtrlh inn—+l rr E..la bV c0 hbh*h.W.. r:.,1n..br++gcogo rn oe5d. ilk curt Piece, R 34946 ppirltQnl{ Adtrllns.s-Ardr.rl.IwYm,1.0 Ieprdwri.staidanomm+ say lcanNAJL-&Mdrnm.p Asi b.AII dlnun.ANaT1.1ochm,IL Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 WRCSSIDT F01G Hip Girder 1 1 IRYAN A0212103 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946. design@attiuss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49.06 2018 Page 1 ID:P42uXRd_KI21gP?ofFS_28yAdrr-g3nToiedr48sa433u50boY1Ggu_01 Locb2OsOJzxOfh 1-0-12 3-7-4 4-7-4 8-2-8 1-0-12 3-7-4 1-0-0 3-7.4 8 7 1.50 II 4-7A , 7-2-12 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.03 10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.04 10-11 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 7 n/a n/a IBCDL10.0 Code FBC2017rrP12014 Matnx-MS Weight: 41 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-3-4 except (jt=length) 11=0-7-4. lb) - Max Horz 11= 35(LC 24) Max Uplift All uplift 100 lb or less at joint(s) except 11=-268(LC 4), 7=-231(LC 8), 8=-156(LC 28) Max Grav All reactions 250 lb or less at joint(s) 8, 8 except 11=453(LC 19), 7=344(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-421/277, 3-4=-341/278, 4-5=396/293, 5-6=-402/280, 2-11=-400240 BOT CHORD 9-10=-238/341, 8-9=-233/338, 7-8=233/338 WEBS 2-10=-201270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-" tall by 2-" 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 268 lb uplift at joint 11, 231 lb uplift at joint 7 and 156 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 92 lb up at 3-7-4, and 83 lb down and 92 lb up at 4-7-4 on top chord, and 42 lb down and 99 lb up at 3-7-0, and 42 lb down and 99 lb up at 4-6-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plq Vert: 1-2=-60, 2-3=-60, 3-4-=-60, 4-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 3=-36(F) 4=36(F) 10=-18(F) 9=-18(F) ertq MIrrajllmn r'IJ W II MNUElI RW i1M 10GM lnit4(1Tpn en M1111W r. Wikq rrrlrIr rtl.mIrtn In*'m pR,rrtunIlurll! W-SMM-Mu6..ml.LA,dl bIA uri IM d! M.rr Y 1r.4.rl If 1 i+a kt41Tr iL. oP ir w • R .r • uVrl • r.rn..r q..7nrrLUL1 r r ey Ir u jl Lnt igd1. r Iidt,... PN. h r* n'+gbL rki bl Wlr! 1 I rw+a4.lrneYlBelly.tlglrDv,rCoitd.h.gr•rr 41*...roem+rtt,rtrrr,IrgnYrlM.RgrM+rf9rgWu+rLntMWrrtiu.geaYrlrYagWlrr.A.rr1+ ^ OAYi.Bombolt,P.E. rar1 r11ua.ulmur.rr rr.alrrkflntrr.lyl.rr+senlr.ram;r rhmruunleunrpe+N.i.wlr.lr.q.ur,lrwlrr6, Ift",1-MVG..rnmrim—ku 4451 ' B1p83 r.m.rrhlte,ayr...n nrMn..rA u.uwMer•+oulawayay...4+nhwe¢++.1rrggaarkrrenoAte.nu. Fort Lucie fut Pierce, FL 3A416 fWito 011111A.1twllmuf-Ao"1.lakla,rl tepAwir viYn rK—Litay bm 6 pldaA.aAwd wcn pl siwhwA-[ forlmw Ar0.q]. loci, 0, F.L. Job Truss Truss Type Qty Ply HOMES / SEASIDE Vl A0212104 WRCSSIDT F02 Common 2 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12.49:06 2018 Page 1 ID: P42uXRd_Kj2lgP?afFS_28yAdrr-q3nToiedr48sa433u50boYtEAu?Z1L4rb2QsQJzxQfh 1-0 0 4-2-0 8-4-0 1-0 0 4-2-0 4-2-0 US II LOADING(psf) SPACING- 2-" 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 FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 7 = 395/0-8-0 (min. 0-1-8) 5 = 317/Mechanical Max Horz 7 = 35(LC 12) Max Uplift 7 = 222(LC 8) 5 = 171(LC 9) Max Grav 7 = 395(LC 1) 5 = 317(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-338/615, 3-4=-340/619, 2-7=-345/571, 4-5=251/420 BOTCHORD 6-7=262/114, 5-6=-479/263 WEBS 2-6=-260/160 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf: BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4x4 = 4-2-0 4-2-0 81 CSI. DEFL. in loc) I/defl Ud TC 0.61 Vert(LL) 0.05 6-7 999 240 BC 0.28 Vert(CT) 0.04 6-7 999 180 WB 0.08 Horz(CT) 0.00 5 n/a n/a Matrix -MS 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-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 7 and 171 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% q.lrx ara}t.a.r.r•u a tmsa;mTr1}IIln I`..0r¢canemru(1TIrj t(U]R9i nrAn rah riotrar.r..eum har AOIr,rrer.. I Iowan r,o-m,lrelw.0 rNA—mr.%40 woa pw,arrn01 km-1,-uou.gnthwyT.Tomtwl!!,P.E. ra. xr amrgr+yntialq ro.w.rc.err.crer.rr gry...raee rn,rltrrkrriequ.rAl hqw.rf rgWu rim.drlrlSaq.rrrrtq rr q.lq/ z 80083 r rlq Ergw rlr.r tl wl r r r7rrFatnr rtrn/rrtg0.r.rwrlrrt.N41 AAiily Qld SYlwd wir(wei }i.'1 IMM.A.4451 SL Lucie Blvd. e Na ta.dq t ,a r ...u n rr.n. rr i.0 rap hr•• a ui a o-uw a *r.a G,u Itr.l a q ww n wwsd rc w a Wd. ou Fort Plerce, R 34946 glrirYl0711i Ad Wlmsn-Amr l l.l M m,rt LRr ttiw rl Ws dKmnL ir gla.,nrrd3LM.Aw1Ile r'snp iWotin A -I lei lwun-Ae0wl 1. Ircr m, Al Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE v1 WRCSSIDT HJ4 Diagonal Hip Girder 2 1 A0212105 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss cam Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12 49:07 2018 Page 1 I D:P42uXRd_Kj21 gP?afFS_28yAdrr-JGLs?2fFcOGICDeGRpXgLIZV MIN4mptlgiAPymzxOfg 1-0-0 5-0-7 5-0-7 i LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 1-3-3 except (jt=length) 4=Mechanical, 5=Mechanical. lb) - Max Horz 7= 79(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 7, 4, 5 except 6=-228(LC 8) Max Grav All reactions 250 lb or less at joint(s) 7,4,5,6 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 nonconcurent 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-" 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) 7, 4, 5 except at --lb) 6=228. 1.5x4 II 1.5x4 it 7 6 5-0-7 5 7 CSI. DEFL. in loc) I/deft Ud TC 0.19 Vert(LL) 0.01 5-0 999 240 BC 0.13 Vert(CT) 0 01 5-0 999 180 WB 0.05 Horz(CT) 0 00 4 n/a n/a Matrix -MP 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 22 lb up at 2-2-13, and 22 lb down and 22 lb up at 2-2-13 on top chord, and 3 lb down and 30 lb up at 2-2-13, and 3 lb down and 30 lb up at 2-2-13 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: 1-2=-60, 2-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 9=6(F=3, B=3) PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% r.ti„aa*m..d•wr}amt tmrTiouul nnr¢umsmla uatrurmrr. trhwr•rr:.a,lm,e„a..ilsrrlm..t ioart u+,msrumM rn,00.wmi.atp,q E',1 b111'fOGM uibk,M.Mall,km'ki G.IL.11.Ah¢i'a,/.w1M Y/f.4y nitiP%,.W p"rt¢tOfgV6OW6,*kN1 d1.YIi,.maanrn+rR 4+rr MthonyT.TomboI!!,P.E. I. lm n mr.ur neRr.o ro,rc..r,r.r.4+.rrayay...b ra rn.rt. rrr y.rvla. n r rlargwu+almtiry.+tim.r..rr.nrrr„. z 6M3 rnm4tr,. rle. ue aw.rtsrrr.r rretiuyrs n s..remrunrhAruu,iour rr.o nutlmwnycla,dw,0bh.bw,Ir. kgtt..rN. d... tlrrn,r segd.. mgFdlrw,.rd!kU.uk,¢lQn.01bI+'blk.r,.k.,f,a,Fq niq Wq Lq r.cnatr`sl.rl ort code Blvd. Fort Pierce, FL 34946 rylyu0lil{ r-14dlmus-AmuTl.lrbm,rt te+nl.uiudCitkxran.nail.,eRMbikl.ulM6lnCnra nGM4o AdtwtlntusANn11.l m,r1 Job Truss Truss Type Oty Ply HOMES / SEASIDE v1 A0212106 WRCSSIDT' HJ6P Diagonal Hip Girder 1 1 IRYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Mon Jan 8 12:49:08 2018 Page 1 ID.P42uXRd_ 421gP?afFS_28yAdrr-nSvEDOguNhOapNCS?W23tz6XdW3VEov3MvyUCzxOff 1-5-0 6-2-10 8-10-12 1-5.0 6-2-10 2-8-2 Load Dell. = 1l4 in m N U4 = 8-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.35 6-9 295 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.43 6-9 241 180 BCLL 0.0 ' Rep Stress Inc NO WB 0.13 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 34 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 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-6-11 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 = 33/Mechanical 2 = 425/1-5-0 (min. 0-1-8) 6 = 447/0-5-5 (min. 0-1-8) Max Horz 2 = 142(LC 4) Max Uplift 4 = 27(LC 12) 2 = 251(LC 4) 6 = 304(LC 4) Max Grav 4 = 33(LC 1) 2 = 425(LC 1) 6 = 447(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=455/204, 10-11=-471/216, 3-11=-401/221 BOTCHORD 2-13=-282/436, 13-14=-282/436, 14-15=282/436. 6-15=-282/436 WEBS 3-6=-535/346 NOTES- 1) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.0psf; BCDL=5.Opsf-, h=16ft; Cat. II; Exp C; End., 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 2=251, 6=304. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 58 lb up at 1-4-9, 38 lb down and 43 lb up at 4-2-8, 38 lb down and 43 lb up at 4-2-8, and 68 Ib down and 89 lb up at 7-0-7, and 68 lb down and 89 Ib up at 7-0-7 on top chord, and 66 lb down and 5 lb up at 1-4-9, 17 lb down and 45 lb up at 4-2-8, 17 lb down and 45 lb up at 4-2-8, and 39 lb down and 77 lb up at 7-0-7, and 39 lb down and 77 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 10=58(B) 12=-83(F=-42, B=-42) 13=1(F) 14=-17(F=-9, B=9) 15=-71(1`=36, B=-36) q•M. Wpm 1 . •'NtFl l"Orgu'Yj am 13E A R9706 MiNfmo11m1..aranr.o "kw..ml.m.nr.bcPa leM O.glnF,rYJra l.IsmLr:lAi-9,k n.0 Wu/a.m nsb.sal.dr mOl+u.•i rbmmMmiYrm tM..A+r:.hnfR4t4oP+,11.oll4m•i tS W..r lll emm..+nr.m+b.8u..l.y rtpaYlVYry+Mm¢I rym1.Yrlld, rolal. Rrur e:.rr Yry ueam. mlul Anthony T. Tombo It!, P.E. I ./.u+mE trntYwYl tlany.vle++Y0m,You'tr.Nq+.rlb vr..hntm+Ytl,Y[dYYdMq ue.11M hgrw+Y10 q Wu+MLRt.6i lrSuiq,.iY.Yw W Y A.rYr! _SM Yr+g Leger(rrt.tl.,m.m..•DVrFarrresin/rr.l(a^.idq •rl r+m+hmrtx,nMirV IPA rbu0.ngi.a+w..9ft. +6 i.- Mq., um NW [*..'— rAA*c.,.lem r. n.rrr4.ra,+b...rre•pm ktNI.."hip-1016chkghW,.k.h 6a••+n nmiftdo orrsd.ull. Lurie Blvd. Fort rtPierce, FL 34946 r g4Q111A Ad I.d lnmsn•ANoll 1..1.0,1E Irp.Woo ci ishnnt.0 of lambelr.l3e.A.*.n6c me6n renhwhm A-Itnl from-AcUl I.l.e6* m. r.L Job Truss Truss Type Qty Ply HOMES /SEASIDE v1WRCSSIDTHRDiagonalHipGirder31AO2121O7 AN Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49.09 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-FeToOkhW8?WQRXneZEalQAfoY6zcEdO2HO1W 1 ezxOfe 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 2x4 = 1.5X4 11 5 LOADING(ps SPACING- 2-M CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 003 6-7 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 008 6-7 999 180 BCLL 00 ' Rep Stress Incr NO WB 0.43 Horz(CT) 0.01 5 n/a n/a BCDL 10. 0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.03 7-10 999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-3 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 q2ide. REACTIONS. lb/ size) 4 = 134/ Mechanical 2 = 548/ 0-10-15 (min. 0-1-8) 5 = 371/ Mechanical Max Horz 2 = 154( LC 4) Max Uplift 4 = 86( LC 4) 2 = 213( LC 4) 5 = 81( LC 8) Max Grav 4 = 134( LC 1) 2 = 548( LC 1) 5 = 371( LC 1) FORCES. (lb) Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=-978/222, 3-1 1=-919/230 BOTCHORD 2- 13=- 309/920,13-14=-309/920, 7-14=- 309/920, 7-15=-309/920, 6-15=- 309/920 WEBS 3- 7= W292, 3-6=-979/329 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 4, 5 except (jt=lb) 2=213. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 43 lb up at 4-2-8, 38 lb down and 43 lb up at 4-2-8, and 68 lb down and 89 lb up at 7-0-7, and 68 lb down and 89 lb up at 7-0-7 on top chord, and 7 lb down and 11 lb up at 1-4-9, 7 lb down and 11 lb up at 1-4-9. 14 lb down at 4-2-8, 14 lb down at 4-2- 8. and 36 lb down at 7-0-7, and 36 lb down at 7-0- 7 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase= 1.25 Uniform Loads ( plf) Vert: 1- 4=-60, 5-8=-20 Concentrated Loads ( lb) Vert: 12=- 83(F=-42, B=42) 13=-15(F=-7, B=-7) 14=-17( F=-9, B=-9) 15=-71(F=-36, B=-36) 3x4 = PLATES GRIP MT20 244/ 190 Weight: 41 lb FT = 0% rbu r.} tr m+. d'N t0.! m.sa; smu; aura i!us r tutrcrl ram. v1 turccll tr r. o-h, rew, r „et r,. tM, r,M .e(i¢1rr i t R r! p'cm 11tn16n m trn rw.n,ari.w .. thht„0e n ttlkdrYrL'.rrt1 u lmtie,6ru e.iF.,lrl'Yh„d.rY,qm».¢r r/rris,/m c JYrrrle hoj, hn,Ip2laYq.¢.se Al hry nt Yt ulrt,lq Anthony T. Tombo 111, P E. t Nd4s„r.,,r rrrnr ty.,erl4ro..n.ro..r,.4.rw*+.rrlyrey...r..n4d4CraNsrrr yt+Nrni a.r4rr N.,w.,xrmuN,y,r*..ar....ruarrn,r.,:g4 480083 Ywfa/rq. W10 tintuw.Yl0.'Nr,OntNpitdrrly l,Nswh Yiar,;ll rlf,ldF PINSxl nid.,Ir 1M1l nr n,ptl ir,NgrtlY hntkrn,imt rvp MrrNln,tra,Mtn.,in r.n, iil F t (re N .. F / At.nh,l I. hm rtlp lr.. tGl r Yy letQ.. • hnt l.o.e [q.w lq haq tl egt Y.0 n n lrel • mt 4451 Lucie Blvd. Fart Piercerc e, FL 74 6 hlrir1eD 101{ 4d rodkntn ArOoq l.looho ll, ll. [epN.aio,dtlit6twn,uor hra it ttlAari,rebnlM mm reraattiuhN{-I Ixllmut Acd..l t.luLll, rl. Job Taus Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIDT HJ7TX Diagonal Hip Girder 1 1 A0212108 Job Reference (optional) a,ryr rya l u uaa.wm murn, o. i cu b Nov r z zu i r rnnc m ccu s rvov 1 z zu1 r Mr1 ex Inoustnes, Inc. Mon ,tan 8 12:49:10 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-jq 1_e418vJe H3hMr7x5XzOBxIVF?z5CCWgO3Z5zxOfd 1-5-0 2-4-3 3-9 14 6-5-5 9-10 1 1-5-0 24-3 1-5-11 2-7-7 3-4-12 Sx6 = 2x4 = Dead mad Defl. = 3/16 in LOADING(psf) SPACING- 2-00 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.57 Vert(LL) 0.23 9-17 507 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.76 Vert(CT) 0.44 9-17 267 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 9-17 389 240 Weight: 43 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-8-11 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 = 62610-10-15 (min. 0-1-8) 8 = 95/Mechanical 7 = 477/Mechanical Max Horz 2 = 150(LC 4) Max Uplift 2 = 289(LC 4) 8 = 16(LC 8) 7 = 223(LC 8) Max Grav 2 = 626(LC 1) 8 = 103(LC 3) 7 = 477(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1283/492, 3-4=-252/36 BOT CHORD 2-19=-573/1222,11-19=-573/1222, 10-11=-582/1233,5-20=-03711364 WEBS 4-10=-398/872.3-10=1475/696 NOTES- 1) Wind, ASCE 7-10, Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; End., 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 nonconcurrenl 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-" 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) 8 except at --lb) 2=289, 7=223. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 100 lb up at 7-0-7, and 100 lb down and 100 lb up at 7-0-7 on top chord, and 7 lb down and 11 lb up at 1-4-9, 7 lb down and 11 lb up at 1-4-9, 76 lb down and 69 lb up at 4-2-8, 76 lb down and 69 lb up at 4-2-8, and 12 lb down at 7-0-7, and 12 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-60, 10-12=-20, 8-15=20 Concentrated Loads (lb) Vert: 18=169(F=-84, B=-84) 19=-15(17=7, B=-7) 20=-151(F=-76, B=-76) Nur.yhn•nr'uraonrsa(vuv;auueusr aocecmcxcvrqu nlR+.vrr. m4 ort. rr rrr.rrc.,,rr,rn..r11e1rrrr.rLl.rartrr rnik.ls. uktoAnthony T. Tombo 111, P.E. I r..drrr.,,rqrrgnn+rrf80083 A..niirl.r(.n.*.Ag..nrrhdimmiinLrl 1. hn lm![.b17lr Yly Msp.. h.0 Sru. [gw lq My Yyr@rmnnMr. Tl `'°! rNn 4451 St. Lucie 81vd. grrgrtm lrNAllod bnur A.M 1.loo5.l11,r E. ropd.aio. olau iu.a.n,u.g ln6 n Mdiw Wraw rw. it 1pmnif u hoe Ad rod lrnut- Way 1. Ioel.IA, 11. Fort Pierce, FL 744A6 Job Truss Truss Type Oty Ply HOMES /SEASIDE v1 WRCSSIDT J4 Jack -Open 2 1I RYAN A0212109 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@allruss com Run: 8.120 s Nov 12 2017 Print' 8 120 s Nov 12 2017 MiTek Industries, Inc Mon Jan 8 12:49:10 2018 Page 1 ID:P42uXRd_Kj2lgP?afFS_28yAdrr-jg1_e4i8vJeH3hMr7x5XzOB01 VOszAOCWgO3Z5zxOfd 1 A' 12 3-7-4 1-0-12 3-74 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.02 4-5 999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0 01 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M 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 = 221/0-7-4 (min. 0-1-8) 3 = 87/Mechanical 4 = 36/Mechanical Max Horz 3 = 80(LC 9) Max Uplift 5 = 148(LC 8) 3 = 29(LC 12) 4 = 33(LC 9) Max Grav 5 = 221(LC 1) 3 = 87(LC 1) 4 = 64(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-201/324 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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-" tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=148. LOAD CASE(S) Standard b'LI FM 31fflr xir.QFW i'M 1 I.. i id R r! irk—U.M.- Yu.....n m.l • ti at de C",som.ow-Ar.rYbll.rrtl a.rnslesl4••N.frrr[q:rd.ir,gem..cpa..err.t,,.r„er,wnrrt,q.tvr.un,rµi.ru.h.r.mt n.y m..nir•imn"to Anthony T. Tombo 111, P.E. Zt ru.dnt.ur."blo,.y.mr,ilia...ro.r...mr*..rwtier,.rra srrrtro.ioir+yrrnu.ire.iriar wn.rrer.r.rlr*..r[n.rr..erruM. 180083 W"low— hu Y.bu... rwowoo m,rpr.s trNl l.r 1lo..rmrtxll NiOu h M W51 "Ide—oh, POW . AI.tYnq.siitrm/. Ye, Rsp., ien F tq+rrinnhrJ....bo r....arry.....o.e..e.1gr ..r.Airo-m rr4 np,• .p. yie4 ep6+1.n..eodl.Ti Fort St. Lurie3494nuk•p[r'..uii• 1er1.,b[ t u Fort Pierce, R. 719 6 gn4h01114A 1IM Tresses -Awing I.fa.6.M,Ff. lep.lmtosd dis ler.n.y r ul M.,n poilite dkoes 16 ninto pK.issi..ho. 4.1 led Tresses- AtlYool 1. lo.5. M, F.I. Job Truss Truss Type Qty Ply RYAN HOMES /SEASIDE v1 WRCSSIDT J6G Monopitch Girder 1 1 A0212110 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print, 8 120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12 49:11 2018 Page 1 ID:P42uXRd_Ki2lgP?afFS 28yAdrr-B1bMrOimgan8grxlgecmVbkCivepiaOLIK8d5XzxQfc 3-4-2 i6-0-0 3-4-2 2-11-14 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.02 5-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.03 5-8 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 29 lb FT = 0%, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 5-114 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-64 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 = 515/0-M (min.0-1-8) 4 = 573/0-4-0 (min. 0-1-8) Max Horz 1 = 113(LC 23) Max Uplift 1 = 249(LC 4) 4 = 314(LC 4) Max Grav 1 = 515(LC 1) 4 = 573(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-921/432 BOTCHORD 1-9=-458/840, 5-9=-458/840, 5-10=-458/840,4-10=-458/840 WEBS 2-5=-315/552, 2-4=940/512 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; 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-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=249, 4=314. 6) 'NAILED' indicates 3-1Od (0.148'x3') or 3-12d 0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-0=-20 Concentrated Loads,(Ib) Vert: 9=-297(B) 10=-297(B) r.,q-rr,. r.. n.. r•a+r4c Imlcfvl!a ; oon illn r ruao<n mrtx iZrr x o!Ivur r. rfi r„r +, r,r r,. m u.,, o-,* e.Pnlr r ram, Itr R r! r .. u.ro.... rru...e rd.r r. rh rinrbja,urr•vlrrfA.MAi r,rM,b4 Pi.7leotrfrui..Illrgn..vra.Irk:rl ier.tiY rrtv rofM,1 R/.rlfiM..eilll.lr/t nv.r.i.M.t,MY. AnthonyT. Twnta III, P.E. C r.,.4r,,.ur.rrlbr.y.,rl4ra..,.ro..r,..an*..rrryry...rrn4rRr rrrrr.,y.rrnu r4rurrtiw..4r,:n,.er rago.*..aer.r.,lr err.,.rg4 4 80083 r IJ'g4v..Ot un,00.murrr.omrrarn4r ry e.r<rlaprr.e.Alslr+u 1,mr sn.,r.r r ou nr.y.,rir,rm4r n, e,q.,mo rvptq..r6n, e.r...,ao a51 St. Lucie Blvd. rryrI-I r*..."hrr...eerrrunIe! rM;Irmywr...twSa.tT.4nwynorurrrnnnesr.ml Fort Pierce, FL 34946 fgrrqu01111{IIoellmsn AeOrry Llort.N,li. Irprwu..ddi,Iw.rm,u.ry hrarsprl l,trl.glM nCr. rerotu.trrr {d 4dl,n¢r Aeri.ry l.Iml. N,rl. Job Truss Truss Type aty Ply RYAN HOMES/ SEASIDE v1 A0212111 WRCSSIDT J6P Jack -Open 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:12 2018 Page 1 ID P42uXRd_Kj2lgP?afFS_28yAdrr-fD913mjORwu?I?WDEM7?2pHCLJw1R4tU_tAdzzxOfb 1-0-0 6-4-0 1-0 0 6-4-0 Dead Load Deft. = 1/16 in H A INSN LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.88 Vert(LL) 0.29 4-7 255 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.25 4-7 301 180 BCLL 0.0 ' Rep Stress In(r YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 21 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 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-7-2 oc bracing. MiTek recommends that Stabilizers and requirecrossbracingbeinstalledduringtrusserection, in accordance with Stabilizer Installation guide REACTIONS. lb/size) 3 = 163/Mechanical 2 = 314/0-8-0 (min. 0-1-8) 4 = 82/0-4-4 (min. 0-1-8) Max Horz 2 = 129(LC 12) Max Uplift 3 = 103(LC 12) 2 = 160(LC 8) 4 = 67(LC 9) Max Grav 3 = 163(LC 1) 2 = 314(LC 1) 4 = 114(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cal. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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) 4 except 61=1b) 3=103, 2=160. LOAD CASE(S) Standard iw rwN¢ m.. r'at tao Imw; uutry you r!uf r tyrws ntlrrllz uuc Rrur r. M4 rr ram.., r,r r. m i . r,*w.rylnelr r req I ie tirt r.b u... rh, b.n w w r ry wM rlu n vdk.rrriC.MM.4 trwl r+p lr.fly[w.yr wgtr gemwwpn r t.,r.p:e nrnrrry ru}Im l lori.p..m ini fk.ym Wo t.rrr Anthony T. Tombo III, P E. rw ri.ur.lrrtinr y.urrr ro.r.ro..r.rme*..rwyfet...rre rKrorrrdray rrmt r.w rrnr w.rtrn.wyrrra..r..urr.rarrwrwq 480081 r Wra psTrOemu.a mr.rtmrr awdr.dnarw c rfanlr.e.pty 191 adwr.ywr&"rmsI r km h';W'Tm rp hg. wI-mr*o .ns, 4451 St. Lurie Blvd. r..m iDrM'"VsWp..ny ydr..e.nYY it rw rs+w [.Pnh Yfr Yylm^.•5w1 Srr.[gwuor.dq n grrYnsnw W.iM1l Fort Pierce, FL 74W6 grrittr07i1f 411ad tmci Im.ry l.Iccf.l0,r1. UpWisaia ddisfsm.n.u.irykm is p.fsl'od.d orknma.rwcssiah.w A I tad t. fac3. 11, tl. Job Truss Truss Type Oty HOMES / SEASIDE v1 A0212112 WRCSSIDT J7 Jack -Open 15 jPIY 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8 120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:13 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-7Pj7G6kOCEOsw85Po3eEa0pOJIwAX7eCedlAPzxOfa 1-0 0 7-" 1 0 0 7-" U4= 7-" 7-0-0 Dead load Deft. = 118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.10 4-7 823 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.24 4-7 349 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 000 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(L-) 0.19 4-7 438 240 Weight: 23 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 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 3 = 183/Mechanical 2 = 342/0-8-0 (min. 0-1-8) 4 = 91/Mechanical Max Horz 2 = 142(LC 12) Max Uplift 3 = 115(LC 12) 2 = 83(LC 12) Max Grav 3 = 183(LC 1) 2 = 342(LC 1) 4 = 128(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., 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 Irve 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 except Gt=1b) 3=115. LOAD CASE(S) Standard r- n..k. *1,—r'11MMVW a;u,:a^r0uuronrroumter. kqk.r rrr.rrr.mumr r.(nk7rrmyi i.rrr,r! kd—uniewrr. r nr..,.mr.ftlw h wino n. n dYNYr L.k tt 4rlmtk.rf r..N >welure rd..n1 getb.¢¢r1r.tr.r q.rlrerrJYrkrkq/kuMMrpnlor.ry,.a1111 I ,r k p—im.49u...01"? AnthonyT. Tombo III, P.E. r.te- b'" him M tko.,ro.rr.6—at.rrrsrk*4u6.WMik 80083 rwykgrrtm u.a ur. rtrrkFleorr.r trrrr,r.r.mftursny ehmrsu.,rr kAt r orir,rnyn k rmtrinrcp.,rnnkvrc.. num...ran 4451 St. Lude Blvd. e..rrrtir(rnryrry..gh pre..Yirbnrmrtry..nInkw lwp,.YnSneI.p.t.1Miryn%N1eW .rnnkkt.TXL Fort Pierce, FL 34046 grn140101{A111.11murlla9rry 1. 1:u 0,1}, Ir a.aic.d6ir 4rwm.otry Mnxr.l likl.6wihame.rer.ii4ahN 411odlmrnlrM1rry 1. beS. m, II. Job Truss Truss Type ON Ply HOMES / SEASIDE v1 AO212113 WRCSSIDT RD Jack -Closed Girder 1 1 RYAN Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc Mon Jan 8 12:49:14 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrrccGVTRIezX8jXlgcMn9T7EMkh7j3vwFnRIMHiszxOfz 3-9-14 7-0-0 3-9-14 3-2-2 1 5x4 II 3x4 = 2x4 11 4X4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.12 Vert(LL) 0.01 4-5 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.03 4-5 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.26 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.01 4-5 999 240 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 501/0-8-0 (min. 0-1-8) 4 = 1829/Mechanical Max Horz 1 = 126(LC 8) Max Uplift 1 = 126(LC 8) 4 = 578(LC 8) Max Grav 1 = 501(LC 1) 4 = 1829(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-997/248 BOTCHORD 1-8=-309/901, 5-8=-309/901, 5-9=309/901, 9-10=-309/901, 4-10=-309/901 WEBS 2-5=-142/632, 2-4=-1011/346 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cal 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-" 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) except at --lb) 1=126, 4=578. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 43 lb up at 2-4-12, and 176 lb down and 60 lb up at 44-12, and 1509 Ito down and 464 lb up at 64-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 1-4=-20 Concentrated Loads (lb) Vert: B=-96(B)9=-176(B)10=-1509(B) PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% w l.Mxayot.r ur rr s(wrremuweerTom uu01('17 IM7surmrr. r i u1 rdn®sreMn Yu..mml.r p, q 6d,. w arr.wrrn... a,:w,nrwhr+N.>1 1hr Kyu+wwnr. ..nyr,+rr+ sr.pq,y.oar rra.t+rufr.,ad.rnl4,r.a+.lrw m.rtrrl.rrnmN. AndwyT.TomboM. P.E. r. u+r+ro.rc°tr...r y...Born+re.rc.rrdr mrmtrr+rtnr.rwu+ru.n.u rr<a4.rrgorrr, .rq+ v BM3 WW" Im.rro.r.a,.,ur.rcarrxc.rrrA.+rryt..r++alsn Mpdar421.d2u.d..rrMpW—IPA +ror.q.ar rr.+rr.,r4.,e,orQtp.ru.owrs..ru 4451SLCudeStvd. an. urr,rh cceyrr••,rrnrl.m.r,l;wn ur,y4 ooirward,*r..F.,xx.l..+.twq owamlam.onsd.nu. Fat Pierce, FL 34946 Git< YbO 1116 A4 I.d lum-Ac.tI. Take m, F.I. le rWiudOirlrr.r.L+ I...n d'xrl.d.d 6r.,mn errcti.hre A•I lyd lntu, ANe. 1 l.eS. m,rl pfRVP1 Job Truss Truss Type Oty Ply HOMES / SEASIDE V1 A0212114 WRCSSIDT RP Jack -Open g 1 RYAN Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49:15 2018 Page 1 ID.P42uXRd Kj2lgP?afFS_28yAdrrAogthnlHkrGa9SFovUgigRvoTWlmeOdxgy6gElzxOfY 2x4 = LOADING(psO SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 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 quide. REACTIONS. Ib/size) 3 = 180/Mechanical 2 = 342/0-8-0 (min. 0-1-8) 4 = 93/Mechanical Max Horz 2 = 142(LC 12) Max Uplift 3 = 114(LC 12) 2 = 173(LC 8) 4 = 76(LC 9) Max Grav 3 = 180(LC 1) 2 = 342(LC 1) 4 = 130(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Its) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 d 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 nonconcun-ent 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. Dead Load Deft. = 118 in CSI. DEFL. in loc) I/defl L/d PLATES GRIP TC 0.57 Vert(LL) 0.35 4-7 240 240 MT20 244/190 BC 0.40 Vert(CT) 0.29 4-7 284 180 WB 0.00 Horz(CT) 0.01 3 n/a n/a Matrix -MP Weight: 23 lb FT = 0% 5) Refer to girders) 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) 4 except Ql=lb) 3=114. 2=173. LOAD CASE(S) Standard rr er. m.. r •u r09 msa; vuvy arms eun a ourcn mm•ivr;DurwruKmr r. i., rm, r r r,.e,• m„e,yn..t;ielr r i i,re ut rr., u, er..e r„..n mr. a is a rins p,sar,rrrnc•rm e,ei,n,ry hP•N tK.qr¢,,r,d nl*am.,rlt.,..i r m ynrrr r r an:yee ri>t.p..e mi r...nrtnrrg ore.t rri Anthony T. Tornio 111, P.E. I r.,4r,r.,,rorrier,q.,erl ra..,.ro..,',.•.me*..rwgr,.,.rrn4rttrnre.rarralr,rtnl r,.r rtllr rx..ri.aymq,r*.nrrrk.gJarr.y.,re,4 i 80083 rreier,gr.(.xr 4451 Su.uur.rtrrr a,nrrsr non.rr t rfanYrm.;usp ec hmrw r.,er, aiarnrn+r.rtr,rm r n,r,4.,r.ururlq..rmn,m.u,.,am L L.ude Blvd. r.uiilMe:now Ih..rrlrilsxe.nYLLlr6.+roil,.Y171rWyrYr,.t.,s.mt,pne.lrw4 a e,rrrunnrr.nu t FortPlerre, FL 744A6 glryM'D 1111 A -I led Irns•s ArdegIlu3e ,r!. lepoiadwr d Ws brrau, urr1 lera is pAtlW xdw r6i nur.lemssiu he A -I lad losses- ArlAeq 1. lad* 10,f1. Job Truss Truss Type oty Ply RYAN HOMES /SEASIDE v1 WRCSSIDT J7T Jack -Open 4 1 AO212115 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946. design@altruss.com O 1 1.5x4 II U4= 2.4-3 2-9-8 7-0.0 Run: 8 120 s Nov 12 2017 Print- 8.120 s Nov 12 2017 MiTek Industries, Inc Mon Jan 8 12,49:15 2018 LOADING(pso SPACING- 2-00 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.15 8 562 360 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.30 8 275 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.27 8 300 240 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 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation qulde. REACTIONS. (lb/size) 5 = 81/Mechanical 2 = 341/0-8-0 (min. 0-1-8) 7 = 365/Mechanical Max Horz 2 = 142(LC 12) Max Uplift 5 = 81(LC 1) 2 = 78(LC 12) 7 = 134(LC 12) Max Grav 5 = 26(LC 12) 2 = 341(LC 1) 7 = 365(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-332/264 BOT CHORD 3-7=-426/343 WEBS 4-7=-468/580 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. ll; Exp C; End , 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2 except Qt=lb) 7=134. LOAD CASE(S) Standard Dead Load Defl. = 1/8 in 7 0 6 N 44 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% ft-IIwnmjwsfryarnt!! New IF! trk . w,s... umr . w.wna a Yin mtp,WYn YrID.Yrrf a,aMtk.hp.+[u. yetil6raJ,rut.yl0ligom.,cqt,a•rAFtv+d,a t.WnYhY>4 htyt M:yeler111.q,rnllll hrut,wa/rrt l t R Anthony T. Tombo III, P.E. dn,Aft in, br krki krny.W. rr Or, r O..,,a.a1,.. rYii Yv...Yore/r (,rddrYdklrf,irllLL hwM/rnrr.,W. 011wl or,4a kW4f.P.iY11rulk"ul 9 80083 rWrrk¢rlrer tl.rvu.rl rrpde.lr.3nlhNhrbaFrold kr.r,l,lbl,lk!nrS[1n,6olY i,rs, PF16Ynp,NknrM,rrkn[ly.,imt tgrrinuErtl...rtnI r. B. Mm1,W,11.,(..aaat.lTY,.,hi,.b,Yr,kd IY kn,MW fap.. F:Irhill Irup,•knt S•m h/..I W11 tl¢pR91.itne W.fit Fortort Pieerce,,FLFLlvd3046Mfga' 0111/641ad6nte,-AArryLlaa,LO,ri. kpMadaddif4rr.atl.unllaran a5i1'anti.aSrgMmm fems,o6a.411adl,nses-1l.laa>Vm,rl. Job Truss Truss Type city Ply HOMES /SEASIDE V1WRCSSIDTVM3Valley31A0212116 AN Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon Jan 8 12:49,16 2018 Page 1 ID:P42uXRd_Kj21 gP?ofFS_28yAdrr-Y_OFu7mvV9PRncq_TCCxCfR3TwTONtt4ucrNmkzxOfX 3-0-0 3-" a 00 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 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 90/2-11-6 (min. 0-1-8) 2 = 67/2-11-6 (min. 0-1-8) 3 = 22/2-11-6 (min. 0-1-8) Max Horz 1 = 42(LC 12) Max Uplift 1 = 18(LC 12) 2 = 47(LC 12) Max Grav 1 = 90(LC 1) 2 = 67(LC 1) 3 = 45(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard l.q bx 0-0— r'tl car MWrRU!r$ BUM l a+Mun "wT,.t. r re. m um reaa mil rt rr car t lint art. r frrm.0 rm rr.m aoi. a m tq WIJ ions Oak MI. fwrxbk.m4.kmin4rge.I1'*.Of hP.4%'d..jMnlntsWilk"lkujrY.u.p1•rnlr., r. P11 h y ^t"Ir+r9 dfir! Anthony T. Tombo 111, P.E. rw+.tuatr elY;netar..In;iD.w,remi..hrtp•r1d 4y..•dnfm/Ytl,Irrrkfria urrllNR.Fld/YlJrgdlu ML•a.gr aq,.rY.rtgoaiYv;.wtird ;8OG83 ur rgtr rlr.ruse,dr.ri3ra m+rlrfmxrl.rll+f 1`tr.r rrr•rhmrvn.ins,lw iPu,r tq.a w rrnn dl:nlmq.,rmew4.orn.nr.+e..dnt 4451 SL Lucie Blvd. da. ly Nd g t fati0 qd 7....i h pri ••M li trio Mt¢hre c OI M Dit! ht*r.r k oSr rr kq.. / q n aosrre w. ted • vu Fort Pierce, fL 34946 ryripl Q 1111 Ad l.t/ lnttn-Amur l.l.d. m, r3. 1ep.Wi...1 dit iw.r.6 u of l.a a rrdduM:dnn 6..i6n p.itv.. fi 44 td Innet ANat 1.1.e5.0, It Job Truss Truss Type Qty Ply HOMES / SEASIDE vl A0212117 WRCSSIDT VM5 Valley 2 1 IRYANJobReference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 2x4 Run- 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Man Jan 8 12:49:17 2018 Page 1 ID:P42uXRd_ 421gP?afFS_28yAdrr-OByd6TnXGSXIOmOB1vjAls_EBKpb6K7D7GbxJBzxQfW 4-M 4-8-0 1 5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 15 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, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 90/4-7-6 (min.0-1-8) 3 = 1/4-7-6 (min. 0-1-8) 5 = 224/4-7-6 (min.0-1-8) 4 = 1/4-7-6 (min.0-1-8) Max Harz 1 = 72(LC 12) Max Uplift 1 = 5(LC 12) 3 = 1(LC 1) 5 = 89(LC 12) 4 = 1(LC 3) Max Grav 1 = 90(LC 1) 5 = 224(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-169/285 NOTES- 1) Wind: ASCE 7-10: Vul1=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpr0.18; MWFRS (envelope) and C-C Extenor(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-" wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 5, 4. LOAD CASE(S) Standard trai-Mr 5r. jiry m. r 41 rYJF rtu5;9LL?l ir+l f t marigR l fIJ ('Y Vjt:a71'!{tQrt'In M11 Y reagl ai na !: a le 11m 1A 9P; 47! I hw l ll tdcm SM Id.r µYn: Ea m vet ab ip, d! I utau l nww ulrt.nl..nt:::tmkwb.Ptifr.tES..le::r..1>rAnw:e.ul..::ws+1q.q.:rustr,rr.,rrruy l:.uwm.rrs:4,.nnu n.+rn:..r4.emwul Anthony T. Tombo 111, P.E. r{w:b Mr a!1.Y7oa+m!:O.re.::..nq+.rr2agln4...nora:rE,r[.rld wgmral dyp:rla.gwnrrh.n.K7r y u q..y..r urrd y.es r rSM3 tra tryarlr.r.n u..mprrr»mrp4anrt,ru u..talrrerr8rash[eslunmodrl.erpunury:aml.a{w:r{enra ntcl.,tmwgrp.ri.ut>.rs..r.t 44515tLudetllvd. A.m lbdry tsegiA..rtiry l.a.w+l7Nuln*hrrvoUl*t h..Im11w6p.:n Ytq tl a rt+dacnoM d.UN. Fart Piece, FL 34946 CgrrgL Q 111{ Ad ld lmsn-Amur l.lrals Ol,t hydra-J lit /a=m 6 rq law is rdWM .dra M wCn pnws.8r {-I IW lncut-AcOn11. Irslr m,L JANUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TIC w/ (2) 16d Toe Nails @ TIC & 3) 16d Toe Nails @ BC 2 BC (Typ) 0 r ti 3ch Corner Jack's 2) 16d Toe Nails TIC & BC (Typ) 4 Ilwswpymn. r'u tgY 01.31,Z01t111iF411TW r Idr a!( llnolM Mtn n. Ihannn aM. r 00.d1 Nwulf jOiiiiMor ltl..yl.Imthy5.O.IP'f14 iMW 117ip.rn.oMc./r,/m,.1 sA1w,r.iY,Yrin+ru,Ykwi tl.r.tr..M RN bYiT.u.puYi9rkru wl And" T. Tanb0111. P.E. rah Iwor.wr,er nyoiin r l,rl..: rrradpr.rr,kq.,.r.r ll,r[rYf lt6. nY.ION b nl/rUdgfYm Yina.Y47brl T,..Or.kq,Y1 rn%ruM/ a 80083 it.U.uur.r9rrrm pYr/s1.i1 ITrSillk xSQrIM.O1r9Un dYlr'4a 0111 r.Gla dltr rLuM i.ukap4mrlmMo..inI 4451 $t. Lucie 8W. annld.dhrt..a dr..4M Im wl+r vY,uM+p (v.411r Llky.,.l.m yte l.^yraq nrennnlad:ou. Fort Pierce, FL 34946 pni f0l11{Id Grl4nu A-31p LIraS.RIL tyrl4nirrrd'nYo,io,Ir.,ep.6Hel:dm da waa Mrisvu held lalbn+n•45upf IaM 0, 1.L FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772- 09-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' SEE SECTION A -A) D.C. ATTACHED TO VERTICAL WITH TRUSSSES 8 ( 4) - 16d NAILS, AND ATTACHED TO r 24' O.C. BLOCKING WITH (5) - 10d COMMONS. I' - 3' MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED r IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - l6d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MINI. 0 PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONGSIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICALNAILINGSCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lOd (131' X 3') NAILS SPACED 6' OC. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d J31'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED S ARE NOT ADDRESSED HERE. / STANDARD GABLE / 55 / UKAL TI in AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 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 MOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS SPACING NOT TO EXCEED 24. OL) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' 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- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. r.Aryn..ruiaartase(¢Itnclmum.suc nsansw mtimronrrzak"'.v d.r.rrnupr.w(ar.a.tl ar_otkrw.«:bdt ..=I.Wx'* dAwwpw. no I. La arm 64L L hm bTl#.WyII*e.1r il..q ran"flop AN *knlhpmm% as o*.am rm. hikuvumomlliamolan da% Ardom T. Tanbo III, P.E ra./ri.or sr,ka s/,I/rc.•,YO.r'ir.ral ..Yb1yl•,.r a/rGrtdYYd No"ukrrM, 4w" do131.IFMIw/rlea dfq oq oA•rrir.l.g 0irrn / 760083rWhohoww, .awff. .rnow rr.tnrpan, / r ARE."ad Iq 6rd.M1Q.Ihr0 M WluA a Fdrn. 011 bna Paok..w km/ r k.' hsm, h. kv bp_ rbm 3-4m; 4451 St Lude ON& ie.mkYelr f.naPd T•-4Mar,o..>.r h4u hvrlw....urNl7 k+r.'.. Y.nYw 5pn/ykY tlr.i..ntld.IM Fort DiMoe, FL 34946 rypii60111{A•Italfmu•InLr} L6.61A,I.L lead.aindi}isla.mti.atfora,nreli"sel: hoods aionlnisiiafin lItwllmties-Ado1T.InbIlLll ULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 111ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE. FL 946 772.409- 1010 SABLE END, COMMON TRUSS, OR GIRDER I RUESVALLEYTRUSS TYPICAL) SECURE VALLEY TRUSS WI ONE ROW OF 10d NAILS 6' O.0 ENERAL SPECIFICATIONS: G 1NAIL SIZE = 3- X 0.131- = 10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALLSHEATHINGTOTOPHORDOFBASEO.C. MAXIMUM) RUSSES. 4. INSTALL VALLEY TRUSSES AND SECURE TO BASE BS IN ACCORDANCE W RUSSES AS PER ATH THE 5. BRACE VALLEY INDIVIDUAL DESIGNDRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEYSTUDSPACINGNOTTOEXCEED 48' O.C. ATTACH 2X4 rONTIN000S #2 SYP TO THE ROOF ' T OUSPSCREWS WS45 (1/ 4' X 4 5') INTO EACH BASE TRUSS. BASE -TRUSSES tin. r- END, COMMON GI OR RDERTRUSS TRUSS CRITERIA: WIND ESIGNPER ASCE 7 D-98, ASCE7- 02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOFHEIGHT = 30 FEET ROOF PITCH = MINIMUM3112MAXIMUM6112CATERGORY11 BUILDING EXPOSURE C 1. 60 WIND DURATION OFLOAD1NCRFA0SE. MAX TOP CHORDTOTAL0. C. (BASE AND VALLEY) MAX SPACIPSF NG = 24LOAD OF6PSFONTHETRUSSES. MINIMUM REDUCED DEADDESAI Ge,r171.r, rrr•i t. tl! r'tWrr• 11I, P.E. u,ewfn err.l.r•yl PnUionY T. Tombo rbro t.w, nr 1rA{Ul u.ewr y•rMi,m !•arrmrw4rr+ . 80083 tiro onrm!c++" c`aucmrr. trnr+ fKr+m urr nrmf1n11R rw+. IT1rw+'opu.,twMwr r 4+r"t" e+'wur, +,+° ra51 Si e rm rr+ mr" *ar946 Forte, n+•Irn+r Rmu.r' rr•+ rrrrurrldwrr minnr p"'rr.+ d uny ry+r+rri11 wM OH Ye".r i oa 1'ir'" RrYflnNudrl+l' 31 r..+nu.nr.wa,mwrbrner" wt+* r r h+'r'rqua icJn" nnr3r uN IIrMm,l.l. rty!,°rtrtr• r * r :tMu6rn'snpMYnl• ItrlLNsn•Ir1rf 1 n+uwSrRr(so 7d'Mr^ rlh i ate l 0rea,rnl ha'° +N i ap11A•ItwlTrnsrt- L6,I. 1ds01, tL terdror JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4151 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409.1010 VALLEY TRUSS TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END. COMMON TRUSS. OR GIRDER TRUSS DETAIL A NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131'=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT 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. P f—1 2 SEE DETAIL *A" BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05. 146 MPH WIND DESIGN PER ASCE 7-10, 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1 60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24' O.C. (BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS3 (1/4- X 3-) WOOD SCREWS INTO EACH BASE TRUSS. r.q r nsb.Fyn...Y'stgdlatui(4:lrymiUlcusAto DG sa If l i 4rna!wi4 r.. b4 q.e+nr.r rn.titu u..;Iwn m.lt.rRlt Ie•..a ew..w ru.e x+.Ym. rl rul ur(kja.W.tlrYIO.Ydl 11.6t1 Cf[T.Ps.4M'b[..jYW.wffgr'a+..ulbri.tvdgrgn fYyYY.q/Ylat hu Ypll.Y.y .r lM Aky cf YnY arYnLYip Anthony T. Tombo 111, P.E. rwlYbcYq Wrlst nf YIIYDs,YD.r1.r 1*I.Y.ryrgn,r.ra/r Cr[.IYkI1.Y yr+aN b r.1/b BIJr WalY4n.W rY}uor La rrnl Oi Yauyrll;/ _8DO83 Ytw"mwwtwm.Dllkl sk, 4451 St. LUde Blvd. nh1 rlY.ISC 7d T 4Mitn.d hhulesrt as7sYY/tya7.. l+ufp.tl 14 N17 Otrilan.YI. DN Fart Pierce, fY 3=946 LAniIS10111fA•ltrrllns>.s•mrAatf.ir,brll,I.0 Irr I.16niai.rrtur7l.36ispdilalr9wilrinn tapissfaInmkIImilmm-mintl.IairHlpl. JULY 17, 2017 I TRUSSED HIGH WIND VELOCITY) AIL I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409.1010 ATTAC WIND DESIGN PER ASCE 7-98. ASCE 7-( WIND DESIGN PER ASCE 7-10. 170 MPh MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24- O C (BASE AND VA SUPPORTING TRUSSES DIRECTLY LIND DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Mr-q•lWr-A1—b- lJilRh'icS($LTI GIFW IILISflU1t KOSffa(11En t;Dla;a•!{rr• Irq gpnnnr d am r l<mhvr ra.(@Rrrt l.Yi 111 lhnn Awfl6. n. rm elan wi•rlM, aj liG lotalYl WMnrrmfY.i11 In ryE e.IluA 6*+Ir`ol.gl i*ndt.n oir F++r.}.A'dld'TYrleq r nle inifgM.rTi1 *.rniM. li K7e` d"ad ammt i i rm r leur.trycr rrraq rer,rer'I.en i r.rl.r,t y.,.rmes rm,rarrrrru.rut r r.r relr.ltwn,ru.a.a e l.a.a..rr rtg e rrmi•rnq a" s fib° l.I. P.E. r rr,r y. rtm. u n.l. r r• r r Far r rere r MYgfmral c YrarN m u t7 r vu n sir pad . fM rer n,rsr ran as mu rye, ka rq!,y,. r 3na rta., ss mmeir dh 0.r7yr•4giMn.i.i rYmhyF•Y111r irlryr,•!+u$m•1 9 ugat+rnwnid.i.oH. aril Cube 6 A. OHI{Id tallinxut• IIrMIi,1.L [ 18mralhnlrinl o h.,n aYileeJ•uldlnitn enill+arwMWlretnti•1 IItbO.IJ. e,FL 34946 VFF • T 4 rr 1 9' FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409.1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUD 2 DIAGONAL BRACE 4) - 16d NAILS 16d NAILS SPACED 6' O.C. 2) IOd NAILS INTO 2X6 2X6 SP OR SPF M2 2X4 SP OR SPF 02 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A V/(4) - IOd NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES f WITH (2) - IDd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IOd NAILS 4) Bd NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK 1 r SHEATHING v DIAGONAL BRACING ** L - BRACING REFER Iv V 111<1y I/ REFER TO SECTION A -A TO SECTION B-B 24' MAX. 1. MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2) - lOd 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12, MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP M3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. TRUSSES @ 24' D.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' OZ. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' D.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) - 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10.I0d AND 16d NAILS ARE 0131'X31' AND 0131'X3-9' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. ENO WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE I DIAGONAL BRACE 1(2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP Rd 1 STUD 12' O.C. 3.8.10 5.6.11 6-6-11 11-1-13 2X4 SP #31 STUD 16' O.C. 3.3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24' O.C. 2-M 3-11-3 5-4-12 8-1.2 2X4 SP 62 12' O.C. 3-10-15 5_-11 6-6-11 11-8-14 2X4 SP 42 16' O.C. 3$11 4-9-12 6-6-11 10-H 2X4 SP #2 24' O.C. 1 3-14 1 3-11-3 1 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' REOUIRE 2X4 [-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR 1 BRACES MUST BE 2X4 SPF #2 OR SP i12. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 1.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 n2-009-1010 T-BRACE / I -BRACE WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / [-BRACE 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 TRUSSES NAIL TO BOTH PLIES) NAILS STDTL09 BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 1-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772.409.1010 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B 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 ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) 1WEBWITH (3) - 10d SCAB WITH (3) - 10d NAILS (0131' X 3') NAILS (0131' X 3'). r ATTACH TO VERTICAL ATTACH TO VERTICAL WEB WITH (3) - IOd NAILS (0131' X 3') II NIBS(0131WITH 31X3) ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH 2) - IOd NAILS (0.131' X 3') IN'EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - IOd NAILS ( 0131' X 3') 2X6 4' - 0' WALL STRONGBACK ( TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH ( 2) N12 X 3' WOOD SCREWS 0216' OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTLl1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409.1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) OIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 o.135 J 93.5 85.6 74.2 72.6 63.4 162 108.8 99.6 86.4 84.5 73.8 i 128 74.2 67.9 58.9 57.6 50.3 UZ0J 131 75.9 69.5 60.3 59.0 51.1 in 148 81.4 74.5 64.6 63.2 52.5 N Y1 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (0162' OIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84-9 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW 2X4) 3 NAILS NEAR SIDE NEAR SLOE NEAR SIDE 0' SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S l', FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTL13 11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-101 29'-0" Mean Height, Exp. B, C or D. i April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 4) 12d TRUSS 2491 O.C. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES 4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 ti n..r+M±w.rYlmmt4flti-R¢rJu m.6(Cmi•11e7:.11IftiS'a7CO4¢m a hrq Y#r+r nrr..rlwu ln f ir r.rt I.rarllr..fw.r..n Me e.w..l.rn W w+.... f.+.r... r. n. r x u.nu w.r a..+rse 4 s r..r n w..............ti.rr...... ..... n.... :+. s ru...r.r.+ti.r o.rr,•re..,rc.r....cr+..ar b....r....rr_r•r.r...tirrw.n.r+rary W..rwo,rr rrr. q. .. n~ ° nj1ionY T. WOa3 ill. v.F. r rlr+.. rtra. u..,....rnrar xrr.n.rry....+ r.aWr+b+Mur:..iw.rr,... ni+.r,rm.r rr..rn.uw " rrs.u.rrr• _ 6LoJen.wh,(+n .rw•.n.w u•..rtr fw Yn,y.y.mr..,r,. rn4«4. tis uvat.l....,r(t 1. ml, y..u..l.l*..rm.,+..,..,,h, a t u . FL Blvd. aw Fa: Place, FL 1a4:6 Cryni tD All bl6rlm:n•4d 1lIab10, 1.1. Gp.bei. lho4m.o..laai:pMrl.A.nd.n4.po.nyr 6 Id twlimu•I...l.li m, l,! FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15DAMAGEDORMISSINGCHORDSPLICEPLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRACE 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' CIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C 10d NAILS NEAR SIDE 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE CURING APPLICATION OF REPAIR. 3. THE ENO 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM M2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' OIA. X 3') SPACED 6' D.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24, O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12112 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES A-1 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com US STRUCTURAL CONNECTOR';' A MITOW Company Hangers Allowable Load (lbs) 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 T3 JUS24 1881, 655 750 820 510 4) - 10d (Header) FL821.39, 2) - 10d (Joist) 11- 0510.01, RR 25779 LU524 670 765 825 490 4) - 10d (Header) 2) • 10d (Joist) T2 JUS26 1881, 850 975 1060 1115 4) - 10d (Header) FL821.42, 2) - 10d (Joist) 11- 0510.01, RR 25779 LU526 865 990 1070 1165 4)-10d(Heoder) 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 (Carried Member - Face Mount) 6) • 10d (Carried Member • Top Flange) 22) - 16d (Face - Face Mount) 21.16d (Face - Top Flange) 4) • 16d (Top • Top Flange) rHA1422 1835 1835 1835 2) -10d x 1-112 or 2 -10d x 1.1/2 [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) • 10d x 1-112 (Carried Member) 20) • 10d x 1.112 (Carried Member • Max Nailing) 20) - 16d x 1-112 (Corrymg Member) 20) - 16d x 1.112 (Carrying Member - Max Nailing) 2/ CUSP STRUCTURAL CONNFCTORS' A MITok' Company 14-- Allowable load (lbs) DF-L / SP LSL LVL PSL SPF I -JOIST 160YoUSP 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 HHUS26-2 2785 3155 3405 1550 14) -16d (Face) 6) - 16d (Joist) HTU26-2 2940 3340 3600 2175 20) - 10d (Carried Member - Max Nailing) 20) - l6d (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 Nailing) 26) -16d (Carrying Member - Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 28) - 16d (Face) FL33285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU528.2 4210 4770 5140 Z000 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) USP STRUCTURAL I" ONNFC:T(-)RS' A MITok' Company Hangers Allowable Load (Ibs) DF-L / SP LSL LVL PSL SPF I -JOIST LISP 160% Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU548 4210 1770 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 NGUS26.2 4355 4875 5230 2155 120) - 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 10) -16d (Face) d) .16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face) FL821.77, 10) - 16d (Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 36) -16d (Face) 12) - 16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 36) • 16d (Face) FL821.75, 10) - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36) - 16d (Face) 12) • 16d (Joist) CUSP STRUCTURAL CONNECTORS' A Mffek' Company Fastener Comparison Table Connector Schedule Group Label USP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d ( Header) 4) - 1Od (Header) Tl JUS24 LUS24 2) -10d ( Joist) 2) - 1Od (Joist) 4) - IOd ( Header) 4) - 10d (Header) T2 JUS26 LUS26 4) - 10d ( Joist) 4) -10d (Joist) 22) - 10d ( Face - Face Max Nailing) 6) -16d (Carried Member - Face Mount) 6) - 10d ( Face - Top Max Nailing) 6) -16d (Carried Member - Top Flange) T3 MSH422 6) - 10d (Joist - Face Max Nailing) THA422 22) - 16d (Face - Face Mount) 6) - 10d ( Joist - Top Max Nailing) 2) -16d (Face - Top Flange) 4) - 10d ( Top - Top Max Nailing) 4) - 16d (Top - Top Flange) 11) - 10d x 1-112 (Carried Member) 18) - 16d (Face) 12) - 10d x 1-1/2 (Joist) 20) - lOd 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) -10d x 1-112 (Carried Member - Max Nailing) T6 THD28 HTU28 16) - 10d x 1-1/2 (Joist) 126) - 16d x 1-112 (Corrying Member - Max Nailing) 28) - 16d ( Face) 22) -16d (Face) T7 THD28- 2 HHUS28-2 16) - 10d ( Joist) 8) -16d (Joist) 18) - 16d ( Face) 14) - 16d (Face) T8 THD46 HHUS46 12) - 10d ( Joist) 6) -16d (Joist) 28) - 16d ( Face) 22) - 16d (Face) T9 THD48 HHUS48 16) - 10d ( Joist) 8) -16d (Joist) 20) - 16d ( Face) 20) -16d (Face) T10 THDH26- 2 HGUS26-2 8) - 16d ( Joist) 8) - 16d (Joist) 20) - 16d ( Face) 20) -16d (Face) T11 THDH26- 3 HGUS26-3 8) - 16d ( Joist) 8) - 16d (Joist) 36) - 16d ( Face) 36) -16d (Face) T12 THDH28- 2 HGUS28-2 10) - 16d ( Joist) 12) - 16d (Joist) 36) - 16d ( Face) 36) - 16d (Face) T13 THDH28- 3 HGUS28-3 10) - 16d ( Joist) 12) -16d (Joist) us P STRUCTURAL CONNECTORS A MiTek' Company i JUS24 JUS26 MSH422 I '+-' I ITS P 7)f^ t TH D26 TH D26-2 TH D28 THD28-2 THD46 THDH26-2 wo r- 4-.00F oa Q if tV THDH26-3 THDH28-2 THDH28-3 REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe the issue or damage, and email to design@altruss.com. Engineering sheets correctly marked with the issue / damage are required. NOTE: Photos of the issue / damage can be included with the engineering sheet, but pictures by themselves are in most cases not very helpful. 1. Do not attempt to repair truss until contacting truss manufacturer for recommended repair. 2. If there are any special circumstances (sheeted, ductwork or similar obstructions, etc.) please make sure you note it on the drawing or email request. 3. We cannot pro%ride sealed drawings for 'field built' trusses. 4. See example markup details below. BREAK: Use a line to denote the exact location of the break 2 , -- 51 e 7 ii ii l iliv,11Mi11 21 20A 16 17 19 15 tJ TRUSS MODIFICATION: 7 ALTERNATE I REVISED BEARING LOCATION: 7 If truss is too long / short, provide detailed Draw in new location of bearing, and provide dimension of it location sketch and provide dimensions as needed. MISSING PIECE: Hthere are multiple breaks, resulting in missing I MISSING 1 DAMAGED PLATE: Circle Missing or Damaged Plate i \\ BREAK: Use a line to SPLIT I CRACK: Denote exact location of denote exact location of break damage, and provide length if greater then 12" rQz 24 51 DEFLECTION [CROWN: Denote exact location of where the start and out of plane stop of the issue, as well as dimensions of where the issue occurs 10 t 1,00ir-7 iiif i''1•Ii.i b';ni::{ri:"'-i.,Ea: v't?.\v,•.iYn: a.v?p:::l•.?4in,.:J+l.-v:?:h::;:•..d.1+::h:: i':%'f.:-ii'•:Y:":.: rn. . r....J.\:'Jv+"•i :• v... r.•:::ti?.:;.,: i::CW'. r..:.. i:' SS"::: J-.:: a:+ ............:•.?:•: U+ii'•.::.'4': .}v:,v n\r ..h?:4:ti:1'-. lJ.. ::•, ..:.. 1i4.\- v:i .. \.?;:, i'Y;'4: vvJ:'::ii: v ii:\"::'..'t: v J:: .: ,.1 i?\4.:j: f:.:: ,...r t9G:? aJ i ..:•\'i:ii:•:•S•' a-,J.... Y.' a I t. W". 11,13 6® 1 f4` OEM '9k1 WX ti i, nt1 K1_ EWA 2G' tic :; ica s _ 3 FS$: 4 rJ J.J''aCc:'la•:: M B:''.t7At@`.t3 Ri.'S3 Q• HATCH LEGEND 12" COFFER 9' - 4" A.F.F. w•rv::\:-+.,:..:ry ..,-. f. : •: in\.+r...., at:,\ , r. J. a..+...a<• v., A.., Ju:>i v+ravv .: vva}r 4ar% GJ$\.:...,\.. V /•.: rJ":• 1,;:c Y%i. S.'r t9'>': 5i. 11 `:->;a:;;J::::. J?;' 1Jc: \.,r1 \?`•il '. w v:.:...a. L>a 1r,.::... i Ij all 1r 1l! 1:4 j rry 1f sue z C$B?:$:s:?ox::`,d:Ya:::!SL i:•'.vr.r.® I ®: •:o__ pw\Ib:. i..,i:.:r.>:l:.:: :::I:)"::ii.: i.. G.:^i`'3:+Eit1:•'.Ji£iaC I ppTT 5i A,. r+eu•ALLEY i..•„ 3Z -- UNLESS NOTED OTHERWISE) NOTE' ALL CEILING DROPS BELOW BEAM ARE BY BUILDER UNLESS NOTED OTHERWISE) SE1 - Y NOTE' THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING DESIGNER IS REPSONSIBLE FOR THE E i e STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE INDIVIDUAL TRUSS ENGINEERING E _ E . E B DRAWINGS FOR GRAVITY AND UPLIFT LOADS. _ - = n _ c FOR BRACING d ERECTION DETAILS REFER - - = a TO BCSI-03 ANDJOR ENGINEER OF RECORD = - s6 a " REPRESENTS THE LEFT SIDE OF j EACHTRUSSDRAWING _ _ i A IUS24 I ; H I THD46 ees ex r B1 JUS26 11a1) ( MSH422 - c • _ _ _' - i C THD26 U MUS26 - : e n = - ' - OO THD28 OE THD26.2 rE= off OF THD28-2 a JUS46 B HANGER BY BUILDER LOADING ROOF FLOOR WIND LOAD i n LIVE LOAD 20 - ASCE 7.10 's S __ E _-- oF u DEAD LOAD SO - ]50 MPH EXP C A= => e'- F a LIVE LOAD 10• - CATEGORY 11 0 0 muDEAD LOAD 10 - ENCLOSED - - : z e s 8 = y TOTAL LOAD 40 - FEC-2017 e zP' DURATION FACTOR 1-25 - TPI. 2014 IEV DATE BY REMARKS 01 1/08/2018 li CODE UPDATE - - It is understood that above Conditions have been reviewed APPROVED d are acceptable for the fabrication a1 trusses, APPROVED AS NOTED elevations. prtdles. overhangs. - - - _ fasoas, celhng REVISE AND RESUBMIT _ _ _ e elevationstpltches, beanng REJECTED ondmons d all detail pertaining a this truss placement plan. No back charges -11 be accepted DATE '- 9 J: F without previous written -e g appmval from an A-1 Roof ° _ _ Eg. TNSSGSrEresentatrve. REVIEWED BY = - _ CUSTOMER RYAN HOMES S e p 5 - JOB NAME SEASIDE,1'D• e i E 6s'•• _ - _ OPTION( 5) M4M 7RIY COMMNTY LOT I i ig S- = BLDG BLDG TYPE - I JOB I MASTER WRCSSIDT DRAWN SCALE s e' a DATE 03/21/2017 - - r e = ECC N7S ii r z A- 1 ROOF Aa#=TRUSSES 3 _ _ - = g , e A FLORIDA CORPORATION Ph 772.409.1010 J Fax 772-409-1015 s RECORD COPY Permit # City of Sanford Building and Fire Prevention Product Approval Specification Form j1LD/NG 1 8 9 1 7 ( SANFORD Project Location Address I A) 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 thatwindows, 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.floridabuildina.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 Descripfion Florida Approval # include decima 1. Exterior Doors Swinging Therma Tru Smooth Star 15000.2/15000.4 Sliding Ply Gem 4780 SGD 14634.2 - R1 Sectional Wayne Dalton 9100 - #0600 / #0607 9174.11 8174.20 - R11 Roll U Automatic Other 2. Windows Single Hung Ply Gem 1500 16103 Horizontal Slider Casement Double Hung Fbced Plv Gem 1500' 16104 Awning Pass Through Projected 16118MullionsPlyGem1500 Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # mcludin decimal 3. Panel Walls Siding Soffits Aluminum Coils Inc. Aluminum Soffit Panels 12194 - R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed Corp. CertainTeed Asphalt Roofing Shingles 5444 - 1111 Underla ments lnterWrap Inc. Rhino Roof Underlayment 151216 - R2 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 Millennium Metals Inc. MMI-213 Off Ridge Vent 16568.2 - R1 Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Lott's Concrete Products Lintel 17867 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 SPEC Ca)herudtion Pfoducts 1. Product Name Grace Vycore Plus Self -Adhered flashing 2. Manufacturer Grace Corwhuction Products 62 Whittemore Avenue Cambridge, MA 021C 866) 333-3SBM (3726) Fmk: (410) 431-7281 www.graceconstruction.eom www,graceathome.com 3. Product Description BASIC USE Grace Vycor® Plus Set Adhered flashing is a self-sealing, fully adhered composite flexible flashing designed to protect critical non -roof details from air, water and moisture infiltration it provides on excellent positive send around the outside and inside of doors and windows and can be used to seal joints, seams, holes and other undesirable openings in wall systems. COMPOSITION & MATERIALS Grace Vycor Plus Self -Adhered Hashing IS a 25 mil (0.64 mm), cold applied self -adhering - membrane consisting of a 3 mil (0A7 mm) high dershty, cross-larnhated polyethylene film coated on one side with a 22 ml (0& mm) layer of rbber¢ed asphalt adhesive. For ease of application the rolls are Interwound with a daposable sllcone coated release sheet. The flashing is a dark gray-blcdL Grace Vycor Plus Self -Adhered Hashing is now available with RiPCORD' , a cord embed- ded in the adhesive layer that a ows split release on demand. RIPCORD makes the mern- brane installation faster and easier and enables proper integration with the other waterproofing elements of the wall system Partying Is generally not required for most subshates provided they are dean and dry. However, am concrete, masonry and DensGlass Golds apply PemrA-Barrier® WB Primer. If adhesion is found to be marginal, also prime wood composition and gypsum sheathing with Perm -A -Barrier WB Primer. The coverage rate for Perm-A-Barder.WB Rimer is 250 - 350 ft2/gal 6 - 8 rr?/Q. Sm Grace Vycor PNs Self -Adhered Hashing Is dvolable in 75 (229 m) rolls in widths of 4; 6°, 9° and 12° 000,1%, 225 and 3W mm). The 4° 100 mm) width is packaged 18 rolls per car- ton; the 6° (M mm) is packaged 12 rolls per carton; and the 9° and 12° (225 and 300 mm) are packaged 6 rolls per carton. LIMITATIONS Grace Vycor Plus Self -Adhered flashing must not be applied in areas where it vnb be per- mnentiy exposed to sunlight, and must be covered within a reasonable amount of time not to exceed 30 days. Grace Vycor Plus should not be used in hot desert areas in the southwestem United States. The following sealants are ahemlcaly com- patible with the adhesive side of Grace Vycor Plus Self -Adhered Hashing if the specific formu- lation does not contain hydrocarbon solvents; silicone, aaxyllc, butyl }part polyurethane and 2-part polyurett>ane. This flashing is incompatim ble with creosote; joint sealants containing polymWe polymer or hydrocarbon.solvents; products manufacturedred from EPDM and flexi- ble PVC; and certain caulks. For more informa- flon, refer to Tedvrical Letter 1 'Chemical Compatibility with Other Building Materials and Sealants.' Grace Vycor Plus Self -Adhered Hashing is designed for NON -ROOF flashing app6arfiors. The membrane Is slippery - do not use on the roof. DO NOT walk on the membrane. 4. Technical Data APPLICABLE STANDARDS ASiM International ASiM C836 Standard Specriioaflon for High Solids Content Cold Liquid -Applied Bastomeric Waterproofing Membrane for Use with Separate Wea ng Course ASTM D412 Standard Test * Methods for Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic Bashamers-Tension ASTM D570 Standard Test Method for Water Absorption of Hashas ASiM D903 Standard Test Method for Peel or Shipping Strength of Adhesive Bonds ASTM D1876 Standard Test Method for Peel Resistance of Adhesives (f-Peel Test) ASTM D1970 Standard Specification for Self - Adhering Polymer Modred Bituminous Sheet Materials Used as Steep Roofing Underlayment for Ice Dam Protection ASTM D3767 Standard Produce for Rubber - Measurement of Dimensions FLEXIBLE FLASHING 07650 Grace Construction Products PHYSICAL/CHEWCAL PROS See Table 1. 5. Installation STORAGE Protect materials from rain and physical darn - age. Pallets of Grace Vycor Plus Self -Adhered Hashing should not be double stacked on the jobsite. Provide cover on top and all sides, allow- ing for adequate ventilation Store this product in its original, unopened packaging at ambient temperatures between 40 - 90 degrees F (5 - 32 degrees C), under dry conditions and away from exposure to direct sunlight. Store all prod- ucts In a dry area away from high heat, flames or sparks. Store only as much material at point of use as Is required for each day's work ENVIRONMENTAL CONDMONS Grace Vycor Plus Self -Adhered Hashing can- not .be applied to motet or damp surfaces. After precipitation allow a minimum of 24 hours for drying before installing the flashing. Grace Vycor Plus Self -Adhered flashing can be applied at air and surface temperature of 25 degrees F (-4 degrees C) and above. APPLICATION METHODS Surface Preparation Substrate must be smooth dean dry and free of voids, spalled areas, loose substrate, loose nails, other sharp protrusions or other matter that wID hinder the adhesion or regularity of the flashing installation. Clean loose dust or dut from the surface wherever Grace Vycor Plus Self -Adhered Hashing is to be applied by wip- ing with a dean dry cloth or brush if the flash- Ing does not adhere properly to the substrate, apply Penn -A -Barrier WB Primer at a coverage rate of 250 - 350 fti/gal (6 - 8 m2/L). Allow primer to dry completely, approxi- mately I. hour depending on weather condr- tiors, before application of flashing. Excess primer will not improve the adhesion of the flashing. The primer is considered dry when the substrate returns to its original color, mir& mum 1 hour. 9 primed areas are not covered that day, reprime area if there is significant dust or dirt contamination Hashing Application Install the membrane following the shingle principle: Apply the top membrane layer over the bottom layer so that the system sheds water. For ease of hstalation.Groce Vycor Plus Self -Adhered Hashing has measure mark- ings at 6° and 12° (152 and 305 mm) Intervals. Cut Vycor Plus into appropriate lengtts. Lam) VE :o ma WMJWeaemgWemdbWw.m effreed Elmo e netm pat SWAM tamat mom°m the em°m Zy% Reed Construction i J .rn.. rw,n.-., o,ai„rr+s tea. mrJ h Land u& Dmk Thma eulochw b mmmmua }a twined om rmY. z= heed OwmhOm Data AO Mob Remved. Ilia_ SPECV- Use RIPCORD to split the release paper and adhere half of the membrane, if necessary. Peel release paper from rod to expose rub- berted asphalt and position flashing to cen- ter over joint looation before oppling. Move along opening or joint, being careful to put flashing as evenly as passible over the open- Ing and avoiding fishmolrths along the edges. Rod flashing firmly into place to ensure confin- uous and intimate contact with the substrate. If wrinkles develop, carefully cut out affect- ed area and replace In the similar procedure outlined above. The repair piece also must be pressed Into place as soon as possible to ensure continuous and Intimate contact with the substrate. Grace Vyoor Plus Self -Adhered Hashing must be continuously supported by the sub- strate and must not span or biidgb joints, gaps or voids in excess of 1/4e (6A mm). lid laps that occur in subsequent lengths must maintodn a minimum overlap of 3e (75 mm). PROTECPON Grace Vyoor Plus Self -Adhered Hashing must be protected from damage from other trades or construction materials, SAFETY, STORAGE & HANDLING Grace Vyoor Plus Self -Adhered Hashing prod- ucts must be handled property. The best infor- mation on safe handling storage, personal protection, health and environmental oonsid- erations has been gathered. Material Safety Data Sheets (MSDS) are available from the manufacturer upon request. All users must acquaint themselves with this Information. Carefully read detailed precaution statements on product labels and MSDS before use. 6. Availability & Cost AVAILABUN A nationwide network of distributors carries Grace Vyoor Plus Self -Adhered flashing prod- ucts. Contact a Grace Construction Products representative for ordering and delivery Information. COST Grace Vyoor Plus Self -Adhered Rashing Is competitively priced. For speck information contract a Grace Construction Products repre- sentative. FLEXIBLE FLASHING 07650 Grace Construction Products TABLE 1 TYWCAL PHy51CAL PROPRIES OF GRACE WCOR PLUS Sfl!`ADHBM R.ASHNG Property & test Typical value color GaOack Thickness, As TM D3767, Method A 25 rr4 (0.64 mm) Low temperatre fleAbiffy, ASTM DYM Unaffected at -45-F (-43•C) 6onlgalion, dturde failure of rubberized ogftft, per ASTM D412 2(l0% minimum Cracked cycling 100 cycles per ASTM C9M Unaffected at -25•F (-&-C) Lop adhesion at minimum application temperature, 60 pfl (875 N/m) width ASTM D1876 Modfled Adhesion to concrete at minhum app§catton temperature, 60 pif (875 N/m) width ASTM D903 7. Warranty Grace Vyoor Plus Self -Adhered Hashing is war- ranted at the time of shipment to meet Grace's published specifications. 8. Maintenance Grace Vyoor Fins Self -Adhered Hashing, when Installed in accordance with manufacturer's recommendations, will not require maintenance. 9, Technical Services FL&time, technically trained Grace Construction Products representatives and technical person- nel backed by research and development staff, provide support. 10. Fling Systems First Source' Additional product Information is avadable from the manufacturer. W.2Gram&Cb.-Q:mtn wfm6dama5anhereu6bertftl.l is based ttpm dafa and lcnuded9e CorIDdmed to be true and OCIIr rote and Is tiered for to uses' cart9derm'tm Infirm aid trer- ra5m but um do not wrarard Rte resift to be obtoired Ream read d datmnerh m=mtadattare and w98gtm b =*ri fin vA1h ar -K1f rE of zc4 uRtidt ap* to aA 9oDds suPPW by us too daterrta>t remrmtenda5on a tug9esiim is hdmtded for art' toe uddat would Who any paterd or a Aft. % R. Qom & da 0am dig Wften om Avenue C wftidga MA 17rd40. In Qatada Qow Cando hr. V amz t Rood west. Afar, ordain Cando LIS sae t3atdhmte Pmn A and vycor are ,w dared bodmtal¢ ad RFCOFD Is a trademark ofW.RGram & Co. - om . DemGkm Gold Is a registered troderrtak of Geargk Par:ic CbpAft M04 W. R. Grace & Cb.-Qom TP4M . Rioted b ttta USA 8/D4 AFZ= raj _ tee° a d NNILLSaH' a e tmtrm ar tweed rt lie ter per S83MTA fond mAmm to o a ems avre Reed Construction u..... ra...n.......a,.a L...ei.lnh,d ird sa.v.•5lbed arrdns on etG6 A7 P.td arved D7t_ lashing Application Instructions fot Windows WINDOW INSTALLATION METHOD A: BEFORE WEATHER -RESISTIVE BARRIER Based an the climatic conditions and the exposure of the window, there are a number of different flashing options. The method below is only one of the recommended options )see Detail VCRDET-102) which meets AAMA criteria. Refer to the subsequent details NCRDET-100 to 106) for additional flashing options located on pages 27-33. 11 9 Step One: Pre-cut the Grace Vycor Plus flashing using the measurement markings. The length of the flashing should extend beyond the sill equal to the width of the jamb flashing (see Table 1, page 8). Step Two: Before installing flashing on sill and iambs, locate the RIPCORD. I3 Step Three: Rewind the pre-cut flashing. Position inside rough opening on the vertical jamb 9 inches up on each side. Apply to win- dowsill, removing half the release paper and exposing the adhesive. Roll firmly into position. Make vertical relief cuts starting from corner of win- dow sill upward. Roll firmly into place as necessary. Note: Do not remove the release paper on the bottom half of the flashing until future tie-in with the weather -resistive barrier. Split the release paper Install window as per manufacturer's recommendation. in half allowing for easy If sealant is used, ensure all excess sealant is removed from installation. nailing flange and surrounding area to provide a smooth con- tinuous substrate. (ASTIN does not require.a sealant on top of window flange when using self -adhered flashing.) E Flashing'Application Instructions for Windows WINDOW INSTALLATION: METHOD A BEFORE WEATHER -RESISTIVE BARRIER (continued) r.a+ 7C r i r Step Four. Apply the pre-cut jamb flashing onto the nailing flange. Position above the headflange. Unroll flashing and expose adhesive by removing the release paper. Roll firmly into place as necessary. Repeat on the other side. Step Five: Install the pre-cut flashing over window head flange by removing release paper. Roll firmly into place. Mechanically fasten head flashing at top outermost comers, as necessary. Step Six. Install weather - resistive barrier as per manufacturer's recommendations. Position weather - resistive barrier under sill flashing. Remove remaining half of the release paper from the sill flashing. Adhere to weather -resistive barrierto ensure a water shedding tie-in. Flashing Application Instructions for.Windows WINDOW INSTALLATION METHOD B: AFTER WEATHER -RESISTIVE BARRIER In this option (see Detail VCRDEF-100) the weather -resistive barrier has already been installed before the window and flashing. 11 Step One: Cut and remove weather - resistive barrier from rough opening of window sill. Secure, if necessary, to face of sill. Score and fold weather - resistive barrier above header. Temporarily secure to allow forflashing installation. Step Two: Pre-cut the Grace Vycor Plus flashing using the measurement markings. Use caution when cutting the membrane. 13 Step Three: Before installing sill flashing, locate the RIPCORD. Split the release paper in half allowing for easy installation. C ] Flashing Applicgtjon Instructions for Windows WINDOW INSTALLATION: METHOD B AFTER WEATHER -RESISTIVE BARRIER (continued) 14 151 Step Four: Reroll the pre-cut flashing. Position inside of rough opening on the vertical jamb. Apply flashing to window sill by removing half of the release paper and exposing the adhesive. Roll firmly into positiam Make vertical relief cuts starting from comer of window sill upward. Roll firmly into place as necessary. Note: Do not extend sill flashing beyond outside edges of jamb flashings. Instafl window as per manufacturer's recommendation If sealant is used, ensure all excess sealant is removed from nailing flange and surrounding area to provide a smooth continuous substrate. is Step Five: Applythe pre-cutflashing onto the nailing flange after window has been installed. Position jamb flashing above the head flange. Note: Do not remove the release paper on the other half of the flashing if future tie-in with top of vinyl sid- ing is required by others see Detail VCRDET--10. Unroll flashing by removing the release paper exposing the adhesive. Roll firmly into place as necessary. Repeat on other side. 16 N Flashing Appliiatioe lnstructions for Windows WINDOW INSTALLATION: METHOD B AFTER WEATHER -RESISTIVE BARRIER (continued) 16m Step Six. Install pre-cutflashing overthe window head flange by removing release paper, exposing the adhe- sive. Roll firmly into place. Mechanically fasten head flashing at top outermost comers, as necessary. 7 Step Seven: 1 _ = Remove temporary secure - merit of weather -resistive barrier above header. Fold over head flashing. Seal with weather -resistive barrier seam tape. Install siding and flashing below window as per siding manufacturer's or Vinyl Siding Institute recommendations. 18 Step Eight Flashing should be long enough to direct water over the nailing flange of the last course of siding see Detail VCRDET-107). Trim excess flashing that hangs below the nailing flange. Discard in appropriate manner. Note: These same steps can be used for other accessory openings i.e. under doors, electrical outlets). 18 Flashing Application Instructions fot Doors DOOR INSTALLATION Like flashing windows, Grace Vycor Plus is also the product of choice for flashing around doors. I I I Step One: Using the measurement markings, pre-cut a 12 inch piece of Grace Vycor Plus. Install onto ledger board. 12 13 Step Two: Install the weather - resistive barrier as per manufacturers recom- mendation. Cutoutthe weather -resistive barrier from rough door opening. Remove also from inside bottom of sill. Step Three: Install corner patch under- neath the weather -resistive harrier as per Detail VCRDET--201. Repeat on other side. Note: Rowtie corner patch option is shown in photo. For door installation detail refer to page 35 (VCRDET 200). For deck installation detail refer to page 37 (Detail VCRDET- 300). For complete deck installation guidelines consult the deck section of this book. El Flanged Window vcRDET-1o0 Flashing Installation After Weather -Resistive Barrier MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH GRACE VYCOR® PLUS — VIEATHM FXSMnVEBAFOWR WEATHER - RESISTIVE BARRIER - DO NOT RASH OVER Bomm NAwNG FLANGE Head flashing tie-in instructions: 1. Cut, fold up and temporarily secure weather -resistive barrier above header to allow for flashing installation 2. Install Grace Vycor Plus head flashing FOLD UP VVEATHER- under weather -resistive barrier RESISTIVE BARRIER & TEMpoRARILY SECURE 3. Fold weather -resistive barrier back over I head flashing and seal with tape R Notes: 1. For the most current details, installationSHEATHINGTvideoandproductinformation, see our SILL PLATE web site at www.graceconstruction.com SEE VCRDET-106 FOR OPTIONS) 2. RIPCORD° (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Remove weather -resistive barrier from top GRACE VYCOR®PLUS of window sill plate 4. Install Grace Vycor Plus in order shown by numbers 5. Install Grace Vycor Plus and weather - resistive barrier to form water -shedding laps 6. Detail also relevant for Grace Vycor V40 Flanged Window VCRDET--101 Option 1- Low Exposure Notes: NAILING FLANGE MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH GRACE VYCOR° PLUS --I GRACE VYCORa PLUS DO NOT FLASH OVER BOTTOM NAILING FLANGE, EXrERIOR 1. For the most current details, installation videoSHHEATEATHINGN and product information, see our web site at www.graceconstruction.com 2. RIPCORD® (Split Release on Demand) can be SILL PLATE removed from Grace Vycor" Plus for ease of 9( SEE VCRDET-106 FOR OPTIONS) installation 3. Install Grace Vycor Plus in order as shown by numbers t 4. If applicable, leave release paper on lower half of sill flashing until future tie-in GRACE® VYCoR PLUS 5. Install Grace Vycor Plus and weather -resistive barrier to form water -shedding laps 6. Detail also relevant for Grace Vycor V40 Flanged Window VCRDErIoz Option 2 - AAMA Recommendation NAILING FLANGE MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH GRACE VYCOR° PLUS --I GRACE VYCOR® DO NOT FLASH OVER — BOTTOM NAILING FLANGE I I I MASSINNISMR, 1 I I Notes: EXTERIOR SHEATHING 1. For the most current details, installation video and product information, see our web site at i www.graceconstrudon.com 2 RIPCORD° (Split Release on Demand) can be removed from Grace Vymr Plus for ease of installation Q 3. Install Grace Vycor Plus in order shown by numbers 4. If applicable, leave release paper on lower GRACE® half of sill flashing until future tie-in VYCOR PLU,S 5. Install Grace Vycor Plus and weather -resistive barrier to form water -shedding laps 6. Detail also relevant for Grace VycorV40 Flanged Window VCRDEr-103 Option 3 - Severe Exposure Notes: MECHANICALLY FASTEN AS s 4 EXTERIOR SHEATHING 1. For the most current details, installation NECESSARY IN CORNERS _ video and product information, see our webTHROUGHGRACE VYCOR PLUS % ' ' 7 site at www.graceconstruction.com 2 RIPCORD® (Split Release on Demand) can be SILL PLATE removed from Grace Vycor Plus for ease of SEE VCRDET-106 FOR OPTIONS) installation 6 •• 3. Install Grace Vycor Plus in order shown by numbers I ' GRACE 4. If applicable, leave release paper on lower GRACE VYCOR® d VYCORO PLUS half of sill flashing until future tie-in f PLUS 5. Install Grace Vycor Plus and weather -resis- y tive barrier to form water -shedding laps 6. Detail also relevantfor Grace VycorV40 DO NOT FLASH OVER BOTTOM NAILWG FLANGE Half Round Window vcRDEr,oa Option 1- Low to Moderate Exposure RFFE, .TA TECHNIUAL— LETTER'.1 ON CHEMICAL COMPATIBILITY WITH NAILING FLANGE DO NOT FLASH OVER BOTTOM NAILING FLANGE DO-ERIOR SHEATHING GRACE p VYCOK- PLUS Half Round Windom[ VLRDEr--m Option 2 - Severe Exposure REFER TO T hiAlm— LETTER #I ON CHEMICAL COMPATIBILITY WITH NAILING FLANGE GRACE VYCOR® DO NOT FLASH OVER BOTTON NAILING FLANGE SILL PLATE SEE VCRDET-105 FOR OPTIONS) r 2 GRACE VYCORM PLUS CORNER PATCH SEE vcRDET-5o4 FOR OPTIONS) Notes: 1. For the most current details,installation video and product information, see our web site at www.graceconstruction.com 2 RIPCORD® (Split Release on Demand) can be removed from Grace Vycoro Plus for ease of installation 3. Install Grace Vycor Plus in order as shown by numbers 4. Mechanically fasten as necessary 5. If applicable, leave release paper on lower half of sill flashing until future tie-in 6. Install Grace Vycor Plus and weather -resistive barrier to form water -shedding laps 7. Detail also relevant for Grace VycorV40 Notes: 1. For the most current details, installation video and product information, see our web site at www.graceconstrucfic)n.com 2 RIPCORD° (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Install Grace Vycor Plus in order shown by numbers 4. Mechanically fasten as necessary 5. If applicable, leave release paper on lower half of sill flashing until future tie-in 6. Install Grace Vycor Plus and weather -resistive barrier to form water -shedding laps 7. Detail also relevant for Grace Vycor V40 Sill Plate Options VCRDET--106 OPTION - A OPTION - B Notes: 1. For the most current details, installation CORNER PATCH OR video and product information, see our GRACE VYCOR® PLUS COMPATIBLE SEALANT web site at www.graceconstruction.com 2 RIPCORD' (Split Release on Demand) can WOODEN WOODEN FURRING removed from Grace Vycor Plus for SIDING STRIP ease of installation 3. Remove weather -resistive barrier from SILL PLATE SILL PLATE to of window sill platep 4. Install sill flashing as shown at left NOTE #2 =--_ SEE NOTE #2 == 5. Install Grace Vycor Plus around remaining window unit per Grace Window Details WAIL SHEATHING WALL SHEATHING VCRDEr--100 to 105) 6. Install Grace Vycor Plus and weather - resistive barrier to form water -shedding laps 5. Option C: Install wooden furring ship on top of wooden siding prior to Grace Vycor Plus 6. Detail also relevant for Grace Vycor V40 VINY1 Tie-in with Vinyl Siding at Window Sill VCRDET-107 Votes: 1. For the most current details, installation video and product information,'see our web site at www.graceconstruction.com 2 RIPCORD° (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Install Grace Vycor Plus and weather -resistive barrier to form RD@ RELEASE ON DEMAND") water -shedding laps 4. Remove weather -resistive barrier from top of window sill plate SILL PLATE 5. Leave release paper on lower half of Grace Vycor Plus Sill SEE VCRDET-106 FOR OPTIONS) flashing until future tie-in 6. Extend Grace Vycor Plus over nailing flange of the last com- plete course of siding panel and trim Grace Vycor Plus to L SHEATHING protect from permanent exposure to UV 7. Install Grace Vycor Plus around remaining window unit per Grace Window Details (VCRDET 100 to 105) HEATHER -RESISTIVE 3ARRIER (OPTIONAL) 8. Detail also relevant for Grace Vycor V40 9. Leave release paper on or other bond breaker between Grace Vycor Plus and vinyl Outside Corner vdEDET--5oo WEATHER RESIS' BARRIER (OPT101 GRACE VYCOR® PLUS Wall -to -Wall Outside Corner VCRDEF-501 GRACE VYCOR PLUS SIDING Notes: 1. For the most current details, installation video and product information, see our web site at www.graceconstructon.com iEATHING 2. RiPCORD° (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Install Grace Vycor Plus in order as shown by numbers 4. Mechanically fasten as necessary 5. Install Grace Vycor Plus and weather -resistive barrier to form water -shedding laps GRACE6. Detail also relevant VycorV40 VYCbR® t for Grace ETI- 504 FOR OPTIONS) R 6 Notes: 1. For the most current details, installation video and product information, see our web site at www.graceconstruction.com 2. RIPCORD" (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Install Grace Vycor Plus and weather -resis- tive barrier to form water -shedding laps 4. Extend Grace Vycor Plus beyond joint between siding and comer post/boards 5. Install Grace Vycor Plus on outside comer for the height of the wall 6. Detail also relevant for Grace Vycor V40 Inside Cornea VCRDET-502 RUBBI ASPH/ RUBBERIZED ASPHALT ADHESIVE E ter Re PLUS ED PBaEAA.SE z c OPAPERWN) MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH GRACE UNDERLAYMENT Notes: 1. For the most current details, installation video and product information, see our web site atwwwr.graceconstrucrdon.com 2 RIPCORD" (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Use a square piece of membrane (3 inches x 3 inches minimum) for inside comer 4. Use RIPCORD (Split Release on Demand) far ease of installation and to minimize scoring release paper 5. Fold as shown by arrows 6. Angle of comer may vary, adjust folding of the membrane accordingly to frt tightly to comer . 7. Install Grace Vycor Plus and weather-rirsistnre bar- rierto form water -shedding laps B. Detail also rel evant for G race Vycor V40 Wall -to -Wall Inside Corner VCRDEf-503 Notes: VINYL- SIDING VYCORE SIDING WOOD 1. For the most current details, installation video and product information, see our web site at www.graceconnuction.com 2. RIPCORD® (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Install Grace Vycor Plus and weather - resistive barrier to form water -shedding laps 4. Extend Grace Vycor Plus beyond joint between siding and comer post/boards 5. Install Grace Vycor Plus on inside comer for the height of the wall 6. Detail also relevant for Grace Vycor V40 Corner Detailing Patch Options VCRDEr-504 Notes t. Fer the rrmst current details, installation video and product information, see our web srte at www.gracewnstructioacom 2 RIPCORDo (Split Release on Demand) can be removed from Grace Vycor Plus for ease of installation 3. Remove release paper at time of installation of comer patch 4. Nominal patch size is 3 inches x 3 inches 5. Detail also relevant for Grace VycorV40 Option -A r PACH-A Option- B PATCH- B Option- C PATCn- v RELIEF CUT fl11 - - INSTALLED AT CORNER hn 1 V1 1- INSTALLED AT CORNER PATCH- C INSTALLED AT CORNER Foundation Sill Plate VCRDEr-5o5 Opfion 1 ER -RESISTIVE BARRIERARRIBARwER(oPnoNAL)-, EXTERIOR - SHEATHING GRACE VYCOR® Foundation Sill Plate VCRDEr-506 Opfion 2 WEATHER -RESISTIVE n r BARRIER (OPTIONAL)-i SHEATHING Notes: 1. For the most current details, installation video and product information, see our web site at www.graceconstruction.com 2. RIPCORD° (Split Release on Demand) can STUD WALL be removed from Grace Vycor Plus for ease of installation SILL SEAL 3. Install Grace Vycor Plus in order shown by GRACE VYCORO numbers PLUS 4. Install Grace Vycor Plus and weather-resis- FOUNDATION WALL tive barrier to form water -shedding laps 5. If priming is necessary, use Perm -A -Barrier WB Primerto promote adhesion to concrete 6. Detail also relevant for Grace Vycor V40 Notes: For the most current details, installation video and product information, see our web site at www.g raceconstrucbon.com 2. RIPCORD® (Split Release on Demand) can be STUD WALL removed from Grace Vycor Plus for ease of installation' SILL SEAL 3. Install Grace Vycor Plus in order shown by GRACE VYCOR® numbers PLUS 4. Install Grace Vycor Plus and weather -resistive FOUNDATION barrier to form water -shedding laps WALL 5. If priming is necessary, use Perm -A -Barrier WB Primer to promote adhesion to concrete 5. Detail also relevant for Grace Vycor V40 14Georgia-Pacific DensArmorPlus Technical Service Hotline 1.800.215.6119 or Interior Panels www.gpgypsum.com Manufacturer Georgia- Pacific Gypsum Georgia-Pacific Canada 133 Peachtree Street 2180 Meadawvale Boulevard, Sub 200 Atlanta, GA 30303 Mississauga, ON L5N 5S3 Technical Service Hotline:1-800-225-6119 Description DensArmor Plus° Interior Panels are noncombustible (as defined and tested in accordance with ASTM E136 or CAN/ULC S114) interior panels that consist of a moisture - resistant gypsum care with coated fiberglass mats The fiberglass mats provide superior protection from incidental moisture. DensArmor Plus Panels are highlyresistantto -the growth of mold, and have scored a 10. the highest level of performance for mold resistance under ASTM D3273 test method. The core of Denskmor Plus panels is reinforced with fiberglass, increasing the product' s strength. The treated core and the coated facings made with fiberglass offer greater moisture resistance and improved dimensional stability than regular gypsum board. The product resists warping, rippling and buckling. They have a tapered edge to receive joint treatment The field of the board can be finished in the same manner as regular gypsum board. DensArmor Plus Interior Panels are GREENGUARD and GREENGUARD Gold Certified for low emissions of volatile organic compounds (VOCs) by a leading third - party organization, UL Errvironment In addition, DensArmor Plus Interior Panels are listed as GREENGUARD microbial resistant This listing means DensArmor Plus Panels, which feature fiberglass mats instead of paper facings used on the surface of traditional gypsum board products, resist mold growth The microbial resistant test is based on ASTM D6329, a testing standard set by ASTM International, which develops testing guidelines and procedures for building materials, products, systems, and services. DensArmor Plus Panels also are listed in the Collaborative for High Performance Schools® ( CHPSO) High Performance Products Database for low emissions of VOCs. CHPS is a national non-profit organization that works with school districts and their design teams to improve the quality of education by using products that have met requirements to receive CHPS credits. Primary Uses DensArmor Plus Interior Panels are an interior wall or ceiling covering material for use in new construction or renovagon work They are designed for direct attachment wit hf—s,(; Ws or nails to wood and metal framing or existing surfaces. They may be used as a covering material for flat or curved structures DensArmor Plus Panels are manufactured with fiberglass mat surfaces. They have a tapered edge to receive joint treatment Use on interiors of exterior walls, where moisture intrusion is most likety. Use in pre -rock areas, where the windows, doors or roof have not been installed making moisture intrusion inevitable. DensArmor Plus Panels come with a limited warranty against delamination and deterioration for up to 12 months of exposure to normal weather conditions.' Use in wet areas behind tile, such as tub and shower areas, where ASTM C1396, Section 7 is allowed by code. For complete warranty details, visit www.gpgypsum.com. Submittal Job Name Approvals Limitations DensArmor Plus Interior Panels are a non-structural product and should not be used as a nailing base to support heavy wall -mounted objects. Intended for interior applications and soffits in protected areas, DensArmor Plus Panels must be kept dry duringstorage and handling. Do not use DensArmor Plus® Rreguardm (per ASTM C1658) Panels where there is prolonged exposure to temperatures exceeding 1257 (52'Cl, e.g. adjacent to wood burning stoves, heating appliances, saunas or steam rooms. Technical Data Rame spread and smoke developed rating of 0/0 when tested in accordance with ASTM EB4 or CANNLC S102. Noncombustible as described and tested in accordance with ASTM El36 or CAN/ ULC S114. 5/ 8' DensArmor Plus Fireguard panels are UL and ULC Classified Type DAP. 1/ 2' and 5/8' DensArmor Plus® Fireguard C" panels are UL and ULC Classified Type DAPC. Decoration DensArmor Plus Interior Panels are designed to accept most types of paints, textures and wall covering materials. Because of the enhanced moisture- and mold - resistant properties of DensArmor Plus Panels, drying times for both joint compound and wall coverings may vary. Always follow paint or wall covering manufacturer' s installation instructions when applying either of these finishes. Georgia- Pacific Gypsum strongly recommends priming the surface of DensArmor Plus Panels with a quality, high solids primer/sealer before applying a final decorative material. Priming will equalize the suction variations between the joint compounds and the fiberglass surfaces. If glossy paints are used in such areas as kitchens or bathrooms, skim coat joint compound over the entire surface of DensArmor Plus Panels to reduce highlighting or joint photographing. This method is also recommended in areas with severe natural or artificial side lighting. Handling and Use —CAUTION This product contains fiberglass facings which may cause skin irritation. Dust and fibers produced during the handling and installation of the product may cause skin, eye and respiratory tract irritation. Avoid breathing dust and minimize con- tact with skin and eyes. Wear long sleeve shirts, long pants and eye protection. Always mairrtain adequate ventilation. Use a dust mask or NIOSH/MSHA approved respirator as appropriate in dusty or poorly ventilated areas.. Stack DensArmor Plus Interior Panels flat on a level surface. As individual sheets are removed for installation, they should be raised up on edge carefully and carried in a vertical position. Appropriate handling for gypsum board is also outlined in Gypsum Association Publications GA-216 and GA 801. Take care to avoid impact, undue flexing and subsequent damage to board edges, ends and comers Material Safety Data Sheet (MSDS) is available at wvvw.buildgp.com/safetyinfo or call 1404-0-5119. Applicable Standards Manufactured to meet ASTM C1658, ASTM C1396 Section 7 and ASTM C1 ITT continued — 1411, Georgia-Pacific DensArmo` P'usP ;Technical Service Hotline 1.800.725.6119or r Interior Panels WWW"9Pgyps um.Go.m Sizes and Edges / DensArmor Plus Thickness: 70 (17-7 mm); Width: 4' (1219 mm), Lengths: B'-12' (2438 mm-3658 mmy Edges: Tapered DensArmor Plus Fireguard C Thickness: 1/2" (12.7 mm), Width: 4' (1219 mm); Lengths: 8'-12' (2438 mm-3658 mm), Edges: Tapered DensArmor Plus Fireguard Thickness: 5/8' (15.9 mm); Width: 4' (1219 mm); Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered DensArmor Plus Fireguard C Thickness: 5/8" (15.9 mm); Width: 4' (1219 mm); Lengths: B'-12' (2438 mm-3658 mm), Edges: Tapered Physical Properties Installation Deask mor Plus° Interior Panels should be installed according to the most current versions of Gypsum Association Publication GA-216 "Application and Finishing of Gypsum Board for NmFire-Rated Construction' For fire -rated installations, the installation and details shall be in conformity with those assemblies published in the Gypsum Association Fin: Resistance Design Manual GA-600, UL and ULC Fin; Resistance Directories. Thickness, nominal' 1/2' (12.7 Ind t 11W (0.4 mm) 1/ 2' (127 mm) t 1/W (0.4 mm) 5/ B' (15.9 mm) t 11W (0.4 mm) 5/ 8' (15.9 mm) t 1/64' (0.4 mm) Width, standard' 4' (1219 mm) t, VT' (2.4 mm) 4' ( 1219 mm) t= ( 2.4 mm) 4' ( 1219 mm) t 3/32' (7-4 mm) 4' ( 1219 mm) t 3/32' (24 mm) Length, standard' 8' (2438 mm) to 12' ( 3558 mm) 8' ( 2438 mm) to 12' ( 3658 mm) 8' ( 2438 mm) to 12' ( 3658 mm) 8' ( 2438 mm) to 12' ( 3658 mm) t 1/4' (6.4 mm) t 1/4' (6.4 mm) t 1/4' (6.4 mm) t 1/4' (6.4 mm) Weight', nominal, lbs./sq. ft. IKg/m9 20(9.8) 20 (9.6) 2.5(122) 24 (121) Edges Tapered Tapered Tapered Tapered Perneance', Penns (ng/Pa • s • M9 10 ISM 10 (570) 10 ISM 10 (570) expansion with moisture change, c, 7c . ,na R 7; y 11`14 6.25 x 104 6.25 x 10' Coefficient of thermal expansion, in/ n/1(mm/mm/"C) 8.5 x 10' (153 x 109 8.5 x 104 (15.3 x 10-9 8.5 x 10 (15.3 x 109 8.5 x 104 (15.3 x 10-9 flexural strength, parallel, Ibf i' (N) z80 (356) zM (356) 2100 (444) a100 (444) Flexuial strength, perpendicular, Ibf.S' IN) 2100 (444) z100 (444) 2140 (622) 2140 (622) R Value, ft'-"F• hr/BT J (mz• K/W) 5610.099) 56 (0.099) 67 (0.118) 67 (0.118) Combustibility' Noncombustible Noncombustible Noncombustible Noncombustible Nail pull resistance, Ibf.l' (N) 40 (356) 80 (356) 2::90 (400) 290 (400) Hardness core, edges and ends, Ibf. (N) z15 (67) 2t15 (67) 215(67) al (67) Water absorption (% of weight)' 5 5 5 5 Surface water absorption;' 1.6 grams 1.6 grams 1.6 grams 1.6 grams Surface burning characteristics per ASTM EB4 or CAN/ULC S102} 0/0 0/0 0/0 flame spread/smoke developed Humidified deflection;' 0/ 0 s2/ 8' (6.4 run) s1/B (6.4 mml s1/B' (3 mm) st/84 (3 mm) Bending radius' 6 11829 mm 6' (1829 mm) B' (2438 mm) B' (2438 mm) Represents appfw1n8te weight for design and shipping purposes ° Double fastener; on ends as needed Tested in accordance with ASTM C518 ' As defined and tested in accordam with ASTM E136 or CAN/AC S114. Tested in accordance with ASTM C473 ' Tested in accordance with AS7M E96 (dry cup method) Specified values per ASTM C1658 and ASTM C1177 c - Georgia-Pacific Gypsum U. SA Georgia-Pacific Gypsum LLC Georgia- Pacific Gypsum II LLC Canada Georgia-Pacific Canada LP SALES INFORMATION AND ORDER PLACEMENT U. SA West 1-600-624-75M Midwest . 1-800-976-4746 South Central: 1-BOD-231-60M Southeast 1-800-327-2344 Northeast 1-800-947-4497 G4NADA Canada Toll Free:1-800-387-6823 Quebec Tog Free: 1-800-361-0466 TECHNICAL INFORMATION U. SA and Canada: l-800,225-6119, www.gpgypsum.com menu GevoAIA¢ Gyp m U.C. AD dgha move& vrl GXTM Ih Imm Ea@41L TRADEMARKS Unless otherwise noted all trademarks are owned by or licensed to Georgia-Pacific Gypsum ULC. Collaborative for High Performance Schools and CHPS are trademarks owned by Collaborative for High Performance Schools Inc. WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this product, please go to www.gpgypsum com and select the product for warranty information. All sales of this product by Georgia-Pacific are subject to our Terms of Sale available at www.gpgypsurrcorn UPDATES AND CURRENT INFORMATION The information in this document may change without notice. Visit our website at www.gpgypsum.com for updates and current information. CAUTION For product fire, safety and use information, go to www.buildgp.com/safetyinfo or call 1-800-225=6119. FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or labeling a product as having a one -hour, two-hour, or any other fire resistance or protection rating and, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that either a particular assembly/system incorporating the product;, or any given piece of the product itself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any other specified fire resistance or protection in an actual fire. In the event of an actual fire, you should immediately take any and all actions necessary for your safety and the safety of others without regard for any fire rating of any product or assembly/system. Georgia-Pacific DensGlass® Sheathing th rti Manufacturer Georgia-Pacific Gypsum Georgia-Pacific Canada 133 Peachtree Street 2180 Meadowvale Boulevard, Suite 200 Atlanta, GA 30303 Mississauga, ON L5N 5S3 Technical Service Hotline:1-800-225-6119 Description DensGlass' Sheathing is a gypsum panel made of a treated, water-resistant core, surfaced with fiberglass mats and a GOLD colored primer coating. Providing superb protection from the elements, DensGlass Sheathing is resistant to delamination and deterioration due to weather exposure —even during construction delays that last as long as twelve months after installation and are backed by a limited warranty against delamination and deterioration for up to 12 months of exposure to normal weather conditions.` DensGlass Sheathing panels are also mold -resistant and have scored a 10, the highest level of performance for mold resistance under ASTM D3273 test method. DensGlass Sheathing exhibits a dimensional stability that assures resistance to warping, rippling, buckling and sagging for a flat and even substrate and is noncombustible as defined and tested in accordance with ASTM E136 or CANNLC S114. Since DensGlass Sheathing is strong in both directions, it may be installed either parallel or perpendicular to wall framing members (always follow specific assembly installation instructions). Primary Uses Because of the superior performance of DensGlass Sheathing, it is specified for exterior walls, ceilings and soffits in a wide variety of applications. These include exterior insulation and finish systems (OFS} cavity brick or stone veneer applications; cladding such as wood siding, vinyl siding, composition siding, wood shingles, shakes, conventional stucco systems, plywood siding panels; and interior finish systems that require a substrate panel with superior fire and moisture resistance. For OFS applications, DensGlass Sheathing is an ideal substrate for adhesive or mechanical application of expanded polystyrene or extruded polystyrene insulation, and is recommended in all climate zones. Manufacturers of water and air resistive barriers, which include attached flexible membranes, self -adhered membrane and liquid applied, have found DensGlass Sheathing to be a suitable substrate for their systems. DensGlass Sheathing is an ideal product for exterior ceilings and soffits for both cold and warm climate zones. It resists sagging, even under exceptionally humid conditions Panels are applied directly to structural framing. Surface and joints may be finished and painted, or surfaced with an exterior finish system Limitations DensGlass Sheathing is resistant to normal weather conditions, but it is nut intended for immersion in water. Cascading rooftfloor water should be directed away from the sheathing until appropriate; drainage is installed. Avoid any condition that will create moisture in the air and condensation on DensGlass Sheathing. The use of forced air heaters creates volumes of water vapor which, when not property vented, can condense on building materials. The use of these heaters and any resulting damage is not the responsibility of Georgia-Pacific Gypsum Consult heater manufacturer for proper use and ventilation. For complete warranty details, visit www.gpgypsum.com. Submittal Approvals Inh Hama Contractor Date Technical Service Hotline 1.800.2Z5.6119 or www.gpgypsum.com When DensGlass Sheathing panels are used in slanted wall applications, at po on of the wall must be temporarily protected from the elements. Do not allow water to pond or settle on sheathing. Also, exposed wall ends must be covered to prevent water from infiltrating the cavity. Georgia-Pacific Gypsum does not warrant and is not responsible or liable for the performance of the cladding or exterior systems applied over DensGlass Sheathing. The suitability and compatibility of any system is the responsibility of the system manufacturer or design authority. Do not laminate masonry surfaces to DensGlass Sheathing; use furring strips or framing. DensGlass Sheathing is not intended for roof applications. For roof applications, consult our DensDeckm Roof Board brochure. DensGlass Sheathing is not intended for interior or exterior file applications. For interior tile applications, consult our DensShield® Tile Backer brochure. DensGlass Sheathing should not be used in lieu of plywood where required. Do not apply DensGlass Sheathing below grade. For all installations, design details such as fasteners, sealants and control joints per system specifications must be property installed. Openings and penetrations must be property flashed and sealed. Failure to do so will void the warranty. Do not use DensGlass Sheathing as a base for nailing or mechanical fastening. Fasteners should be flush to the face of the board, not countersunk - Technical Data DensGlass Sheathing is noncombustible as described and tasted in accordance with ASTM El36 or CAN/ULC S114. DensGlass Sheathing exceeds ASTM C1396 sheathing standards for humidified deflection by a factor of 10 in tests over the standard for regular gypsum sheathing. 5/B' (159 mm) DensGlass° Fireguards Sheathing is UL and ULC classified Type DGG. DensGlass Sheathing is manufactured to meet ASTM C1177. Flame spread and smoke develop rating of 0/0 when tested in accordance with ASTM E84 or CAN/ULC S1 02- Handling and Use —CAUTION This product contains fiberglass facings whichmay cause skin irritation. Dust and fibers produced during the handling and installation of the product may cause skin, eye and respiratory tract irritation. Avoid breathing dust and minim mize contact with skin and eyes. Wear long sleeve shuts, long pants and eye protection. Always maintain adequate ventilation. Use a dust mask or NIOSH/ MSHA approved respirator as appropriate in dusty or poorly ventilated areas. Material Safety Data Sheet (MSDS) is available at www.buildgp.com/safetyinfo or call 1-404-652-5119. Product Data Thicknesses: 1R"(12.7 mM); 5/B° (15.9 mm) is Type X (ASTM C1177) Width: 4' (1220 mm) standard, tolerance up to t 1/8' (3.2 mm) Lengths: 8' (2438 mm), 9' (2743 mm) or 10' (3D48 mm) standard Edges Square cormmme- Stamps/Sig natures Georgia-Pacific De nsG Lass® ! ' ; . • .Technical Service Hotline 1.800.275.6119 or Sheathing I www.gpgypsum.com Physical Width, nominal 4' (1219 mm) ± 1/B' (3 mm) 4' (1219 mm) ± 1/8' (3 mm) Length, standard B' (2440 mm), 9' (2743 mm), 10' (3048 mm), ± 11V (6 mm) 8' (2440 mm), 9' (2743 mm), 10' (31148 mm), ± 1/4' 16 mm) Weight, nominal, Ibsis . ft (Kg/m9 1.919) 25 (12) Edges Square S uare Bending radius' 6' (1829 mm) 8' (2438 mm) , Racking strength', Ibs./ft (dry) (N/m), Ultimate -not design value 540 (7878) 654 (9544) Flexural strength'-4, parallei, Ibf. (N), 4' weak direction 280(356) 210u (445) Compressive strength min. 500 psi (3445 kPa) min. 50D psi (3445 kPaj Humidified deflection'-' Z/8' (6 mm) 1/6 (3 mm) Penneance', Perms (ng/Pa•s-0) 23 (1300) 17 (970) R Value', ft'= F•hr/BTU (—'-KfM 56 (0.0991 67 (0.118) Combustibility' Noncombustible Noncombustible Linear expansion with moisture change, inn %RH Imm/mm %RH)' 6.25 x 10' 6.25 x 10 Surface burning characteristics per ASTM EB4 or 0/0 CAN/ULC S10Z: flames read/smoke developed 0/0 Coefficient of thermal expansion, B.5 x 10-' 153 x 104? 8.5 x 1li' 15.3 x 1D;p in/inrF(mm/mm/°C) Tasted in axmfenne with ASTM C473 Tested in accordance w8r ASTM E96 (dry cW metlrod) s oouble fasteners on ends as needed Tasted in accordance with ASIM E72 Tested in accordance WMASTM C518 (heat flow mated! As defined and tested in ano rdance with ASTM E135 or MIU!C SI14 4 Spedfied values pvASIM C1177 As stated by 6ypsrmr Associadan GA-M Tasted in amadance with ASIM E OZ Alk Georgia-Pacific Gypsum U.SA Georgia-Pacific Gypsum LLC Georgia-Pacific Gypsum II LLC Canada Georgia-Pacific Canada LP SALES INFORMATION AND ORDER PLACEMENT USA West 1-HUD-824-75M Midwest 1-806-876-4746 South Central: 1-800-231-6060 Southeast 1-800-327-2344 Northeast 1-BOD-947-4497 CQNAOA Canada Tall Free:1-BOD-387-68M Quebec Toll Free:1-BOD-361-0486 TECHNICAL INFORMATION U.SA and Canada: 1-BOD-225-M19, www.gpgypsum.c0m mmr+o=8ffzGrv=utrerVUm0vaUt4.er-tx+isiemR3M TRADEMARKS Unless otherwise noted, all trademarks are owned by or licensed to Georgia-Pacific Gypsum LLC. WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this product, please go to www.gpgypsum.com and select the product for warranty information. All salesofthisproductbyGeorgia-Pacific are subject to our Terms of Sale available at www.gpgypsum.com. UPDATES AND CURRENT INFORMATION The information in this document may change without notice. Visit our webs'rte at www.gpgypsum.com for updates and current information. CAUTION For product fire, safety and use information, go to www.buildgp.com/safetyirlfo or call 1-800-225-6119. FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or labeling a product as having a one -hour, twD-hour, or any other fire resistance or protection rating and, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that either a particular assembly/system incorporating the product: or any given piece of the product itself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any other specified fin; resistance or protection in an actual fin:. In the event of an actual fire, you should immediately take any and all actions necessary for your safety and the safety of others without regard for any fire rating of any product or assembly/system. Page 1 of 1 Florida Building Code Online ram -,•mac^. .= •Y; r ji.^ Ftn o _;- i` i.' :_; ter':_-. - ;_ ;r ';:::+,:•r-.;.•'. r-_t S.-_I ,LCAfCAOi 7!r 1 ;..-ry i-:.`-F. j. - `_ r._ •. r; _ _ • __-.. , ' «:.; ., B_isness P ofessionalRe ul_tion Florida 0USER:USE ProductApproval7 c- " r Public User L`•' o" ProductAo orm l Menu > Productor Aoolimtlon Search > Application List uece- -- — NAM Search Criteria Code Version 2014 Application Type AL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use In HVHZ ALL Impact Resistant ALL Other ALL h•_ wci d`••' L r?a T!t4_' Aa3 O6F7t.0fY19it1.5 ;COt.]ACTD6pR Refine Search 14634 FL# ALL Product Manufacturer ALL Subcategory ALL Compliance Method Quality Assurance Entity Contract Expired ALL Product Description ALL Approved for use outside HVHZ ALL Design Pressure ALL Status F Tvpe Manufacturer Validated By Locke Bowden Approved 46 4- Revision Ply Gem ryflowsExteriinDoors (334)'300-1800 Categoi to Subcategory: Sliding ExteriorDoorAssembliesconeaaiaooor.,,,,.• aSD-402 1824 91 &'air one d Tallaha .++,— Rer="`d Statementa o-.[e of Rorlda.:: '•'aM m rrt :: The State of Ronda is an ANC ernploYer• `oo`T'l.., _ _ Under Ronda taw, email addresses are o not send public records. 2 you do rot want your rmall address released In response emase public-records 4a7.139Sd`Pur5uantto electronic ma9 to this entity. Instead, contact the office by phone or sees tradidmol under If you have any qu F.S.mustestins, Wwithanemail address M Section 455.275(1), Rorlda Stab tes, etiec&e October L 291Z' [I,•o„o. 9Qnsed under chapter 455, . must provide the Dubuc r cor they have one. The emaasprovidedmaybeusedforOfficialcommunicationwiththe9¢rsee. However email addresses are public record. If You do not wish m Supply a personal address, pleaseprovidetheDepartwithan4ddreswhichcaidemad • m9able to the public To dPlertNne If You are a Iimuee under Product Approval Accepts: Credit Card Safe am mom M 4- 1 y-) o i,? n17 Florida Building Code Online Page 1 of 2 tG,'_.. r:=st tia ,yrr-•'- .-1: Q•jff' -t: :.. L: 1 '-1 ti.., ::'; - f.-,IY r-':'_1 y,•.i:. :. ::f Y'tiZs :. 1 ^• }y 2yl I If P?'t'Y+ y%y p pp QdQ F4Ri 0'r: .l. ti Bs ness:8rafessoia[tegulahnT;,,,r, 5.c': • t k,'^_:':c?1Fs•fr _,;+'me`'µ= --`:... .K.-• "= u p0dd . 4 t.' an product Approval U ye 9 USER Pubne user c Product n mml Menu > -PMd&-0LAQ2201L0n Sordl > Aoollation Ust > Appllotion Detail FL14634-R2 FL # Revisor Application Type 2014 Code Version Application Status Approved Comments Archived Ply Gem Windows Product Manufacturer 433 N. Main St. Address/Phone/Email Rocky Mount, VA 24151 614) 532-3596 luanne.harris@plygem.com Authorized Signature . Adam Blomberg ablomberg @plygemwindows. com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Exterior Doors Category Sliding Exterior Door Assemblies Subcategory Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Hennes F. Norero, P.E. the Evaluation Report PE-73778 Florida License National Accreditation &Management Institute Quality Assurance Entity 12/31/2018LockeQualityAssuranceContractExpirationDateBowden Validated By 0 Validation Checklist - Hardcopy Received Certificate of Independence FL14634 R COI COI PLY GEM SS 2015-02-19.odf Referenced Standard and Year (of Standard) Year Sta da 1997 AAMA/NWWDA 101/I.S.2 2002 ASTM E 330 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D a /,)n17 Florida Building Code Online Page 2 of 2 Date Submitted 04/22/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/12/2015 Date Approved 06/23/2015SO/12/2017 Date Revised FL # Model, Number or Name 14634.1 Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +251-50 Other: Without sill riser 14634.2 I Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: With sill riser 14634.3 I Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: Non -reinforced. See Installation detail for available sizes and configurations. 14634.4 I Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes impact Resistant: No Design Pressure: +35/-35 Other: Reinforced. See installation detail for available sizes and configurations. sack Description Sliding Glass Door (M Installation Instructions FL14634 R2 N PGW063 SS 2015-01-02.o P. E. #73778VerifiedBy: Hermes F. Norero, P.E. Flonda P. Created by Independent Third Party: Yes Evaluation Reports n 14634 R2 AE PER3054 SS 2015-01 02.odf Created by Independent Ihlyd Party: Yes Sliding Glass Door (M Installation Instructions FL14634 R2 II PGWO63 55 2015-01-0 .odf Verified By: Hennes F. Norero, P.E. Flonda P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports ta63a R2 AE PER3054 SS 2015-01-02.Ddf Created by Independent Third Party: Yes Sliding Glass Door Installation Instructions F t4634 R2 II PGW064 SS 2015-01-02.odf Verified By: Hermes F. Norero, P.E. Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports FL14634 R2 AE PER3055 SS 2015-01-02.adf Created by Independent Third Party: Yes Sliding Glass Door Installation Instructions FL14634 R2 II PGW065 SS 2015-01-02.odf Verified By: Hennes F. Norero, P.E. Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports FL1463-, R2 AE PEvnncs cc n15-01-02 Ddf Created by Independent Third Party: Yes Contact us :: 1 91ak one " Tbllaha— R 32399 onnn.• acn.ilr7_SB24 The State of Florida Is an WEED emploW. aovrtoh* 7007-2013 Smtr o(Rorfda.:: —'b'- eM :: A bfIIR 5*=}*mein :: !^-end Cement Under Florida taw, email addresses are pubk remrds if you do not want your e-mail address released in response to a pubic-remrds request do not sendelectsnicmailtothisentity. instead, contact the offloe by phone or by bl? under QudrdonalMall. If ou 455, F.S. must providenyu Um Deparbnenqestions, please contact th n email . 1391 ddress If Section 455.275(1), Florida Stibrtes, eRecth'e Octobv ff co Ilmurjcs they have one. The erruas provided may be used for olfidal communlobon with the can be ade available email the pubn are d b er record. if you do not m supply a penal address, please provide the Departmvd with eane address w nease ck . tible to the public To deiermine 7 you are a Ilansee under 55, Product Approval Acoeptm a a writ, %ihTR1(_5 INSTALLATION NOTESI 1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED ISTHE MINIMUM NUMBER OF ANCHORSTO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OFIJ12 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (LE, WITHOUT CONSIDERATION OF TOLERANCES)! TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT: 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 INCH. SHIM WHERE SPACE OF 1/161NCH OR GREATER OCCURS. SHIM IS) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5, FOR INSTALLATION INTO WOOD FRAMING, USE R12 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/2 INCH MINIMUM EMBEDMENT. 6. FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY. OR DIRECTLY INTO CONCRETE/MASONRY, USE 1/4 INCH ELCO TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 2 112 INCH MINIMUM EMBEDMENT. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. B. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 9. FOR GROUT FILLED BLACK, 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 O.SS. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000PS1. C. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH OF 1SOO PSI. PLY GEM WINDOWS BUILDER SERIES 4780 ALUMINUM SLIDING GLASS DOOR (2-PANEL) GENERAL NOTE51 1: THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE, EXCLUDING HVHL MMA/NW WDA 301/IS.2.97 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCREWMASONRY, 2X AND STEEL 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. 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 CONDRIONSFOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. S. DOOR FRAME MATERIAL: ALUMINUM 6063-T6 7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET I FOR GLAZING DETAILS. 6. DESIGNATIONS X AND'O' STAND FOR THE FOLLOWING: X: OPERABLE PANEL 0: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION I A INSTALLATION 6 GENERAL NOTES 2 - ELEVATION 6 ANCHOR LAYOUT 3 - VERTICAL SECTIONS 4 - HORIZONTAL SECTIONS A GLAZING DETAIL J PayvaE I3I K MAIN ST., FO ROX 009. ROCKY MOUNT, VA 14101 FH 640-I94-6341 Fw 0/0-464 663 V x*4 o wVJISIS1y+ M s Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2015.01.02 13:02:52-051001 DESIGN PRESSURE RATING SIZE SILL OPTION DE5I6,N PRESSURE MISSILE IMPACT RATING 96" X 96' WR SECT L +25/-50 PSF NOT RATED 96" X 96" W/ SILL- +50/-50 PSF NOT RATED RISER r m V) m Z Lh DWG #: PGW063 SHEET: 1 OF 4 F ELEVATION 20.MAX. O.C.C. TYP 5.00' MAX. FROM 01 CORNERS TYP. L X' X' 1T I' 20.75' MAX. O.C. TYP. J Al ANCHOR LAYOUT 6.00' MAX. FROM CORNERS TYP. INSTALLATION ANCHOR PLYGEn 113 N. MAW !T f0 IOX 0.71, RoCKV MOUNT. VA 14111 f b N0-11/4741 F%010.//4{163 5 O b pFIm } os tod a V) z O n W w iy 0 a9 i Z in u o DWG #: PGW063 SHEET: 2 OF 4 1/2' MIN. EDGE DISTANCE CONCRETE/MASONRY 1/4" ELCO TAPCON By OTHERS INSTALLATION ANCHOR 2 1/2" MIN. EMBEDMENT CAULK BETWEEN CONCRETE/MASONRY & X BUCK BY OTHERSIWOOD 1/4" MAX. r SHIM SPACE EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS Ix WOOD BVCY B O.A. DOOR Y OTHERS HEIGHT SEE GLAZING DETAIL I INTERIOR EXTERIOR B VERTICAL SECTION 3 HEAD-CONCRETE/MASONRY INTERIOR EXTERIOR O.A. DOOR HEIGHT SEE GLAZING bETAILI 12 WOOD SCREW INSTALLATION ANCHOR 8d ROOFING NAIL INSTALLATION ANCHOR OPTIONAL) CAULK BETWEEN FIN A 2X WOOD STUD BY OTHERS CAULK BEHIND ...... FLASHING & OVER NAILS BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. DOOR HEIGHT EXTERIOR SEE GLAZING DETAIL PERIMETER CAULK By OTHERS PERIMETER CAULK BY OTHERS CONCRETE/MASONRY• 1/2' MIN. BY OTHERS• EMBEDMENT 114" ELCO TAPCON INSTALLATION ANCHOR 2 V2u MIN. EDGE DISTANCE VERTICAL SECTIONVERTICAL SECTION 3/4' MIN. EDGE DISTANCE 2X WOOD FRAME By OTHERS 11/2' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE INTERIOR M VERTICAL SECTION QHEAD-2X WOOD FRAME P Ly.., GEM WINDOWS4319 MAIN ST.. PO SOX 3"- ROCKy MOUNT, VA 14151 M 940-454-6349 FYJ 542:484-4613 40 o V) Ul u') z O z u') Lu 1 I 0 n n in DWG # 1 PGW063 I SHEET; 3 OF 4 I I/2'MIN. EMBEDMENT 1/4' MAX. SHIM SPACE 12 WOOD SCREW INSTALLATION ANCHOR 3/4' MIN. EDGE DISTANCE X WOOD FRAME BY OTHERS Bd ROOFING NAIL INSTALLATION ANCHOR OPTIONAL) CAULK BETWEEN FIN A 2X WOOD STUD BY OTHERS EXTERIOR FINISH BY OTHERS CAULK BEHIND FLASHING A OVER NAILS BY OTHERS PERIMETER CAULK BY OTHERS SEE GLAZING DETAIL I O.A. DOOR WIDTH HORIZONTAL SECTION JAMB - 2X WOOD FRAME rn HORIZONTAL SECTION 4 . INTERLOCK 1/4" MAX. 1p P L-y--.GEM SHIM SPACE WINDL)WS 2 1/21 MIN. 433 N. MAIN ST.?O BOX 559. WCKY MOUNT. VA 14151 EMBEDMENT a 1/21 MIN. EDGE DISTANCE M 540-494-6346 FXi 540-454-6693 AtU) PyM U.; CONCRETE/MASONRY BY OTHERS tn 0 1/4' ELCO TAPCON kh n INSTALLATION ANCHOR RR CAULK BETWEEN IX WOOD BUCK 3 i CONCRETE/ MASONRY By OTHERS EXTERIOR FINISH BY OTHERS 13 PERIMETER CAULK By OTHERS SEE GLAZING DETAIL I z O. A. DOOR 0 WIDTH HORIZONTAL SECTION Z JAMB. MASONRY/CONCRETE Lu it jy0/ 8* O.A. INSULATED GLASS EXTERIOR O 0 INTERIOR 0 . LL: 75" GLASS SITE U) o. Z NOTE: GLAZING DETAIL I GLASS THICKNESS AND TYPE n 1 Ul SHALL COMPLY WITH ASTM , I— DWG #1 REQUIREMENT GLA55 CHARTS. PGW063 I SHEET: 4 OF 4 Florida Building Code Online Page 1 of 1 ter- t _'" _;' . n :Y• -"—, •' ter`'.-•.' 4 tt . •yY r, :f.1::;.,rr., r.ef' ' .:,`::x iT_'1-. 7 • - ( . F=LW111A pia 1 1 J.,t1L..-:r' Y•.y. := {,. •% 1t ,^ < "s h, L. IGA O:° '••. ,+-7 i'7=.. \;.dA.. '-5.-': 'r; ^-: .. f`. -• .e •- • 1>$Ni , Basinew PKofess d % ma bloftAY r Wdg N Product Approval r, usER: Public User Product acoroval Menu > product or Application Search > Application List Search Criteria Code Version 2014 Application Type AL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use In HVHZ ALL Impact Resistant ALL Other ALL earth Results - a ucauorr T e 'Manufacturer Refine Search 9174 FL# ALL Product Manufacturer Subcategory ALL ALL Compliance Method Quality Assurance Entity Contract Expired ALL Product Description ALL Approved for use outside HVHZ ALL Design Pressure ALL validated By I Status FL . FL9174-R11 Revision Wayne -Dalton, a division of Overhead Door Corporation (704 564-6867 ietrich PEApproved Category: Exterior Doors History Subcategory: Sectional Exterior Door Assemblies cars- ...errs th. COnunlsslon It necessary. PSIS :: F.,1 & Ir one Road Taflaha_ FL 32.i94 °hn^"' RSn-s87-1824 The State of Florida is an ANffO employer• r^-d"ht ^007-2013 air• or EI2rlda. " pjtmcy St tennent :: rer. mlr, MS tertRn :: Rdund Statement Under Florida law, ernall addresses are public records. If you do not want your e-rtm0 address released In response to public -records request, do not sendelectronicmalltothisentity. Instead, contact the onsoe by phone or by traditional m&H. If you have any Questions, please _ ctIl50. with ansenwll ddres U Section 455.275(1), Florida statutes, effective October 1, 2012, lifftbo vesUxrsedundoChapter455, r S. er must drosses the Departrnent record. they have one. The errralts provided may be used for official communication wlth the acer"m However errra0 addresses are Public record. If you do not wish n supply a personal address, please provide the Departnent with aChapter nlladd Fess which easedldc nmade e.,.. sva0able to the public To de>zrm?re If you are a licensee under Product Approval Accepts: RR 22 Credft Card Safe stcurityml- TRIC> 11/ 79/7017 Florida Building Code Online Page 1 of 6 tit BaS Nome I lag In ! user Registration ! Hot Topks ! Submit Surcharge ! scars n FactsI publicationsi FBC sort I SOWS Site Map I unks I Search! porida Product Approval USER: Public user trmtadeKa p,u.* AMMMMI Menu > Product or AooliaU211 S=11 > Application ust > Application Ddan FL9174-Rll FL # Revision Application Type 2014 Code Version Approved Application Status set to re -apply per applicants request 4/28/15-rb Comments Archived Product Manufacturer Wayne -Dalton, a division of overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)475-6197 Mark baron@overheaddoor.com Greg Taylor Authorized Signature ytaylor@Wayne-Dalton.com Technical Representative Greg Taylor 3395 Addison Drive Address/Phone/Email Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.00m Quality Assurance Representative Address/Phone/Email Exterior Doors Category Sectional Exterior Door Assemblies Subcategory Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report PE-51737 Florida License Intertek Testing Services NA, Inc Quality Assurance Entity 27/2038 Quality Assurance Contract Expiration Date Kurt Dietrich PE Validated By Received0ValidationChecidlst - Hardcopy Certificate of Independence EL2174 Rll COI Cert of Ind States 7011 s.odf Yga[ Referenced Standard and Year (of Standard) standia[ii 2002 DASMA-108 2005 DASMA-115 Equivalence of Product Standards Certified By Sections from the Code 11^A-1 Page 2 of 6 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval OS/04/2015 Date Approved 06/23/2015 08/11/2017 Date Revised FL # JS120 l, Number or Name 9174.1 / 6100 / 9100 #0228 Limits of Use . Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other. 9174.2 15120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind-bome debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 5120 / 6100 / 9100 #02309174.3 1 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other. 9174.4 15120 / 6100 / 9100 #0231 Description 9' Max width. 8'-9' Max height. Max section height 21'. Glazing available In top or intermediate section. Installation Instructions F19174 1111 II 022 P7.Ddf oI n Trar4- CunnlPment Chart P10.Ddf Fl9174 W II WDJambSuoolemeal;2j s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports A 653.DdfFl9174RllAEA — Fl 9174 R11 AE Ev l Reot 9100 ri s odfFl9174RSlAEFL09174r9Amrmationfor car Sth 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9' Max height Max section height 21'. Glazing available In top or Intermediate section. Installation Instructions PB.odfFL9174R11II0 Fl 2174 R11 II Track 5uoolement Chart P10odf FL9174 R13 II WDJambSuoDlemPntP16 s.odf Verified By: John E. States P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F19174 R11 AE Eval Reot 9100 rl s.odf 0 174 r9 Affirmation foY IBC 5th 2014s. l f Created by Independent TWO Party: Yes 16' Max width. 81-9' Max height Max section height 21'. Glazing available in top or intermedlate section. Installation Instructions P10.odfFl9174RllII02 E9174 R11 II Tr ' 5uoolement r-hart PSO odf Fl9174 Ril II WDJambSuoolementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl 9174 R1 AE A_U A 6S3.odf F19174 R1 AE cyaj Reot 9100 rl s.Ddf FB' Srh 20145.DdfF19174R11AEFL09174r9Affi— Created by Independent Third Party: Yes 16' Max width. 81,91 Max height Max section height 21'. Solid only no glazing available. - Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design pressure: +30.00/-33.50 other. Doors with glazing shall not be used In the wind-borne debris region unless protected or unless structure Is designed as partially enclosed or door is a replacement door. 9174.5 15120 / 6100 / 9100 #0234 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +43.20/-49.60 other. Installation Instructions F19174 R11 II Track 5uoolement Chart P10.DQ1 Fl9174 R1I II WDJamb511oDlementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation ReportsA 653.odfFl9174RllAEA F19174 Rli AE Fval Reot 910D ri s.DdfFl9174RS1AEFtn9r74r9Affirmationfor FBC Stt 2014s.odf Created by Independent Third Party: Yes 9' Max width. 8'-9' Max height Max section height 21'. Glazing available In top or Intermedlate section. Installation Instructions Fl9174 Rig II 0234 31902 P25.odf Fl9174 RS1 II Track 5uoolement Chart p10.odf Fl 1,74 R11 11I "lDJambSuoolementP16 s Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes 1. w A i"fn /7n47 Florida Building Code Online 9174.6 15120 / 6100 / 9100 40235 Limits of Use . Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.7 15120 / 9100 #0232 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact ResisWht No Design Pressure: +12.40/-13.80 other: Doors with glazing shall not be used In the wind-bome debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.8 15120 / 9100 #0233 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind-borne debris region unless protected or unless structure Is designed as partially enclosed or door Is replacement door. 9174.9 15120 / 9100 #0236 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant' Yes Design Pressure: +30.00/-33.50 Other. 9174.10 15120 / 9100 #0237 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other. Page 3of6 Evaluation Reports Fl9174 R11 AE ARM A 653.0df FI9174 R11 AE FVaI Reot 9100 r1 s.DdfFl9174R31AEFL09174r9Affirmationfor FBC 5th 2014s.Qdf Created by Independent Third Party: Yes 16' Max width. 8' Max height Max section height 21'. Glazing available In top or Intermedlate section. Installation Instructions F9174 R11 II 0235 nE? P6.odf F19174 R11 II 319040 Pl Ega,2df Fl 9174 Ril IT Track 5M22 ement Chart P10 Ddf Fl9174 RSS II WDJ-mb5uoolementPI6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports UM31LALA5MAAUSdf Fl 9174 RI1 AE Eval Reot 91D0 rl s.odfFl9174RIlAFFL09174r9Affirmationfor FBC 5th 2014s,12,11f Created by Independent Third Party: Yes IS' Max width. 8'-9' Max height Max section height 21'. Glazing available In top or Intermediate section. Installation Instructions E9174 Rll II 0232 31Raa9 PS.odfFl9174R11IITrailSuoolementChart PSO.odf FI9174 R11 II WD]ambSuoelamPntpl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl9174 R 1 AE ASTM A 653.o5 FL9174 RII AE Eval Rant 2100 s.odfrl 74 R11 A 0 174 r9 Affirrnabon for FBC 5th 2014s.odF Created by Independent Third Party: Yes IS' Max width. 8'-9' Max height. Max section height 21'. Glazing available in top or Intermediate section. Installation Instructions F9174 RII II 0233 319000 P5.Ddf F19174 Rll II Track Suoolement Chart P10.Ddf Fl 9174 Ril R \ND1ambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl U74 Rll AE ARM A 653.Ddf Fl9174 R31 AE Eval Reot 9100 rl s.Ddf F9174 RII AE FL09174 r9 Affirmation for FBC Created by Independent Third Party: Yes 18' Max width. 8' Max height Max section height 21'. Glazing available In top or intermediate section. Installation Instructions F9174 R11 II 0236 319024 P6.odf F19174 R11 II 319040 Pl Post.odt Fl 9i 74 R11 II Tract: Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolem ntP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F19174 RI AE ASTM A 653.odf EL9174 RSS AE Eval Reot 9100 rl s.odf RU A 0 i74 r9 Affirmahon for F3L 5th 2014s.Ddf Created by Independent Third Party: Yes 18' Max width. 8' Max height Max section height 21'. Glazing available In top or Intermediate section. Installation Instructions F ^174 Rll II 0237 319025 P6.Of FL9174 R11 II 319040 U P J)11f Fl 9174 RS1 II Track Suoolement r-hart P10.Ddf FL9174 R11 II WDJambSupplementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports RI nc A0 A 653.Ddf 17" R11 AE Eva' Reot 9100 rl s.odf FL9174 nc c noi74 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.11 Page 4 of 6 Florida Building Code Online 5120/5140/6100/9100/9400/9600 9, ma available width. 1 ' Maxintheig ate Max section height 24'. Glazing 0600 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Fl 9174 Ril ]I 0600 319026 P4.odf FL9174 R11 ]I Track Supplement Chart P10.odf r 174 6U II WDJambSuoolementPl6 sodf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl9174 Rll AE ASTM A FL9174 Ril AE Eval Reot 9100 rl s odf 0174r9AffimlattonforF8C 5th 24145.1119 Created by Independent Third Party: Yes 9174. 12 5120/5140/6100/9100/9400/9600 available in top or Intermediate height. Max section height 24' Glazing n. 0601 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other. Installation Instructions Fl 9174 Rli R 0601 319027TPn Chart PSO.odf Ft9174RliIITraccSuooleWDJambSuoolemPntP16sodfVerified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports 1, 1191/14 F9174 R31 AE FL09174 r9 Affirm -"on for :0 5th 2014s.odil CreatedbyIndependentThlydParty. Yes 9174. 13 5120/5140/6100/9100/9400/9600 a16' Max vailable width. o0r IMax hed ate Max section height 24'. Glazing 0602 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not tbeuseddIn the wind- borne debris region unless protected less structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FlL9174 R11 II 0602 319028 PS.pdf F1, 9174 R11 II Track SUoolement Chart P10.odf FL9174 Rli II WDJambS entP16 sodf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl 174 Rll AE A_STM A 653.odf F 9174 R11 AE Fval ReDt 9100 rl s.odf FBC 5th 2014s.odf F19174R11AFF109174E2AffirmationToCreated by Independent Third Party: Yes 9174. 14 5120/5140/6100/9100/9400/9600 16' max width. ableintopo0r Intermedlat ectlon , max height. max on height 24'. Glazing 0603 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions F917 4 Ri1 lI D603 U9029 P5.0df FL9174 Rll II Tr• `uoolement Chart P10.Ddf Fl 9174 Ri II ADJambSuoolemeI2216 s.pdi Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FlL9174 331 AE ASjMA 653.Ddf Fl 9174 RI- AE Fval Reot 9100 r1 s.pdf r' 5th 2014s.pdf FL9174 R31 P E FL091 is ro Amrm° Created by Independent Third Party: Yes 9174.15 5120/5140/610D/9100/9400/9600 16' max able width. or Max height. sx section height 24' Glazing 06D4 Limits of Use Installation instructions Approved for use in HVHZ: No Fl9174 R11 II 0604 3190 0 P .odf Fl9174 Rli lI 319040 P3 q-q— df Approved for use outside HVHZ: Yes 9174 Rll Il Track Suoolement Chart P10.odf Impact Resistant: Yes Fto»a Rll lI WD]ambSuoolPmPntP16 sodf Design Pressure: + 39.20/ 43.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FI 74 c, t nF CSTM A 653 odf Fl 9174 Rll AE Ev-I Reo Q100 ri s.odf FL9174 Rii AE FL09174 r9 Affirmation for FBC 5th 2014s odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 1881 Max width. able intopo01intermediate sectioMax height. Maxnsectionheight24'. Glazing 0605 Installation Instructions Limits of Use Approved for use in HVHZ: No F1 174 Rll II 0605 319031 P4.odf 174 R11 •. T,4 Suoolement Chart P10.odf Approved for use outside HVHZ: Yes 17Q R11 Il WDJamb5uooleme0tP16 sodf Impact Resistant No Verified By: John E Scates P.E. FZ ORIDA PE 51737 Design Pressure: +15.30/-17.00 Other. Doors with glazing shall not be used in the Created by Independent Third Party: Yes s.._..ri 4 4 i2nI)f117 Page 5 of 6 Florida Building Code Online Reports wind-borne debris region unless protected or unless Evaluation ec oRM A 653.odf structure is designed as partially enclosed or door is a FL9174 Rll v^I Reot 9100 rl s odf replacement door. A 09174 r9 Affirmation for FBC Stir 201S..odf Created by independenthlyd Party. Yes ax 9174. 17 5120/5140/6100/9100/9400/9600 ev8al Maxable width. or Intermediate section.on height 24" Glazing 0606 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure, +30.00/-33.50 Other: Doors with glazing shall notbe used In the wind-borne debris region unless protected less structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Fll 9174 R11 II 0606 DDIZ P6.odf Fl g174 Rt 1 II 319040 P1 Post.odf Fl 9174 R1I II Track Suoolement Chart P10.odf F19174 RS1IIWD]ambSuoolemenjEl6 s.odf Verified By: John E States P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl 174 R11 AE ASTM A 6 .odf Fl 9174 Rll AE Evai Rent 9100 rl s.odf Fl9174 RS1 AE FL09t74 r9 Affirm FBC Sth 70145.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Ma wldb)- ' Max height. Max section height 24' Solid only - 0609 no glazble. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: + 39.20/-43.70 Other: 9174. 19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design pressure: + 18.50/-20.70 Other. Doors with glazing shall not tbeused Inthe wind-borne debris region unless protected less structure is designed as partially enclosed or door Is a replacement door. 9174.20 15140/9400/9600 #0607 Installation Instructions PS.odf Fl 9174RllIIQFl9t74 RS1 II 319040 PI Post.Odf 99 rlemert PSO. odf ooleed P. E. FLORIDA PE 51737 Created by independent Third Parry: Yes Evaluation Reports 174 R11 AE ASTM A 6 odf F1 9174 Rli AE Ev^I Rent g100 rl s.odf FBFBC Sth 2014s odf 174 R11nFFln9174r9AfflrmationExCreatedby independent Third Party. Yes F width. 8'- 9" Max height Max section height 21". Glazingle In toporIntermediatesection. ation Instructions II --- -• Trail: Suoolement Chart P10.odf FL9174 R11 II WD)ambSuoolementP16 s odf Verified By: JohnEStatesP.E. Fl ORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl9174 RSi AE ATM A 653.odf 9174 Rli AE c ai Rent 9100 rl s.odf FL9Fl 174 R1AEFL09174r9AffirmationforFBCSth2014s.0df Created by Independent Third Party: Yes fl,6'Maxwidth. B' 9' Max height Max section height 21'. Glazing ilable In top or Intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/- 28.80 Other. Doors with glazing shall not be used In the wind-borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions E9 RS1 II 0607 31903 PS.odf a9174 Rll II T2dk Suoolement Chart PSO.odf Fl 174 RSS II1"JDJamb uoDlementPl6 s odf Verified By: John E States P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl91.74 Rll AE ASTM A 653.odf Fl 9174 Rll AE Eval Reot 9100 ri s.odf 0 174 r9 AffimlationforFBC5th2014s.odf Created by Independentlyd Party: Yes Blah n Rnad 7altahaR*e Fi 32m Panne -1824 AU= -US : o.nm,t cr trrtrent temert :: A nm_n7 The Stile orFloridais an AA EW ernployer• Qm!]J .' - I response to a publlc-records request do not send Under Florida cow, ratan addresses are public records. If you do not want your a -mall address reJe3se ft questions, phase contact 650.487.1395. `Pursuant N electronic mall to this entity. instead, contact the office by phone or by traditional man. It you have arty q anent with an mull address It Section 455.275(1), Ronda statutes, etTe fve October 1, 2D32, licensees no:rtsed under chapter K 455, email must pressesthe Depa Neyhave on. The emans Pr-vided ' be u for f a communi n address whlcation with dr ante rtede vaI able to the arepublicdetermine If You areda licensee undo supply a personal address, please Provide the DePa chapter 455, FS., please cock hum - Product Approval Accepts. i i r1^ 1'%^4-7 REVISIONS 17ESLSHORT GLAZED PANEL OPTION - .ODD' MINIMUM B GLAZING IN MOLDED FRAMES SCREWED TOGETHER TH A MINIMUM OF (6) 08s1' SCREWS INSTALLED IN P OR INTERMEDIATE SECTION (WITH OR WITHOUT CORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN iESSURES SHOWN N THIS DRAWING. GLAZING iALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A Mum LENGTH OFESTSSTANTANDDOES1NOTMEETTHEREQUIR IEMMENTST EOR WIND-BORNE DEBRIS REGIONS. LONG GLAZED PANEL OPTION - NOT AVAILABLE IITH THIS OPTION CODE I. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM IF 6' O.C. MUST OVERLAP TOP AND BOTH ENS OF ANELS MINIMUM 7/16' TO MEET NEGATIVE RESSURES. 4. KEY LOCK, SLIDE LOCKS. OR OPERATOR REQUIRED. 5. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND APOLYLAMINATEOR32GASTEELBACKER. END CAP TO HAVE A MINIMUM 1.4' DEPTH. 6. THE DESIGN OF THE SUPPORTING STRUCTURAL ELFIAENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 7. DOOR JAMB TO BE MINIMUM 2RB STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE E. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) %6z1' SCREWS INSTALLED IN THE BOTTOM N. LOUVERS ARE MPACT RESISTANT AND 00 NOT MEET THE ERQUIZMEETSFORWIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR OFETOTHE DOOR CTORY INSTALLED AT THE SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR UNIFORM LOAD EACH JAMB (PLF) TH HEIGHT JOHN E. SCATES, FE 3121 FNRGATE DR. CARROLLTON TX 75007 FL PE 151737 TX PC 1503011/1`22O3 WCFSEAL 5TcDEY FOR RFTICHOMADc1U-6011 DETAM 13 CA HORIZ 13 CA FLAG IB GA MIN MIN 3 AS SHOWN) 16 CA MIN VERT- TRACK 6/ 16KI- B/B' LAG - SCREW AT EACH JAMB BRACKET 1/4- 2D.9/16' TRACK - BOLT AND 1/4-20 HEX NUT AT EACH JET JAMB BRACKET LOCATION 1S CA JAMB SEESCHE QUANITY, KEY LOCK OR SLIDE LOCK - BOTH ENDS ( NOT REQUIRED WITH OPERATOR - SEE NOTE 4.). SLIDE LOCK SHOWN FOR CLARIOR NOTE- ( 4) SECTION SOLID DOOR SHOWN. SEE SHEET 2 FOR U- BAR LOCATIONS ON DOORS WITH OTHER SECTION QUANTITIES AN SEE NOTE 1 ON THIS SHEET FOR GLAZING oPnoNs. EQUALTO 1Z"-u- FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-204/18' TRACK BOLT AN NUT. FOLLOWING DIMENSIONDENOTESQUICKINSTALLJAMBBRACKETINSTALLEDINBUTTERFLYSLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. DOORS WITHHIGHLIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE SEE SUPPLETJENT TRACK CHART F APPROVED SIZES Sc STATIC PRESSURE RATINGS FWayne® DESIGN ( PSF): +25.80/-28.80 MAX WIDTH: 18' TEST (PSF): + 3B.85 -43.20 MAX HEIGHT: B'-9' DR Dalton IMPACT/ CYCLIC RATED (YES/NO): NO MAX SECTION HEIGHT: 21' CH MODELS 5140/ 9400/9600 DINSIGN OF OVERHEAD ODOR CDR PENSAf5 ADDIA. SON1oAIVE WINDLOAD SPECIFICATION OP11ON CODE 0607 21 FIED NUMBER OF NERS AND CENTER 5 REQUIRED FOR OWER DOOR VAOTHS. 5/10/ 05 IODIFIED NOTE B TO F THAT LOUVERS 6/6/ 07 MODIFED JAMB CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SKEET 2. 4/17/ 08 ADDED TEXAS LICENSE IBER TO TITLE BLOCK. WGED LOUVER NOTE. REASED MAX HEIGHT a'-S'. ADDED HIGH T AND ROOF PITCH 1CK NOTE T 4/ 2D/OD UPDATED TITLE BLOCK T 5/ 4/10 MRB SHEET 1 OF Z DRAWING PART NO. REV. 319033 P5 OA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE TUBE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE IE-PUNCHED HOLES / ' HOLES EACH END FACING UPWARD BOTTOM OF U-BAR AND ATTACH THRU END CAP AT TH (2) 1/4-14xe/e' EACH END WITH (12) 1 4-14x7//B' UMP'Sn1TE SCREWS SELF DRILLING C1iIMPTITE SCREV7S I FOR STANDARD TRACK AND (3) 1/4-14x7/B' SELF DRILLING D MPTITE SCREWS FOR LOW 0' HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN). IOW HEADROOM TRACKDETAILA nFTAIL A 3 GA ROLLER SLIDE ATTACHED TO RE-PUNCHED HOLES IN TOP OF U-BAR SN))1 OI• CRIMPTIE SCREWS. EkG HOLE N SLIDE TO ENSURE ROPER ALIGNMENT OF ROLLERS 16 GA HINGE ATTACHED / WITH (4) 1/4-14xB/B' CRIMPTITE SCREWS (2 OF ' WHICH ARE FACTORY 1ATTACHED) 2' NYLON STORMGARD • e"T-] / ROLLER WITH 4-1/27 STEM DETAIL B PLAC(E U-BAR OVER INTEGRAL RIB WITH THEENDFACT,B) PRE -PUNCHED ; UPWARD AND ATTACHE THEUt ND CAP AT EACH END WITH (2) 1 4-14x7/B' SELF DRILLING CRIMPTITE $CREWS EXCEPTION: U-BAR PLACED OVER TOP RIB ON THE BOTTOM SECTION SHALL ONLY BE ATTACHED THRU END CAP AT EACH END WITH CRIMPTTE -IF OH THE(& 1Vz'F DRILLING W LOCABOTTOM FLANGE OF THE U-BAR INSTALDUE LSCREWSATRTHE ENDS OFIRED THEU- BARS, ALL U-BARS SHALL BE INSTALLED ON SECTIONS PRIOR TO INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. PLACE U-BAR OVER 1B GA HINGE ATTACHED INTEGRAL RIB AND ATTACH WITH ( 6) 1/4-204/8' WITH ((2)) 1/4-20x5//8B THRUCRIMPTITESCREWS (2 OF CRIMPTI'fE SCREWS HOLESAT WHICHAREFACTORYYATTACHED. 3 OF WHICH PRE - PUNCHED EACH INTERMEDIATE HINGE FIELD INSTALLED INTO LOCATION 11 TIRU FLANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU ARE THRU PRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET _ AOTORY ATTACHED WITH o LACE U-BAR OVER INTEGRAL RIB WITH 3) 1 /4-14x5/e' NOTCH DOWN TO CLEAR BOTTOM ENDCAP CRIMpTITESCREWSBRACKETANDATTACHTHRUAT EACH END WITH (11 1/4-14x7/B' SELF DRILLING CRI((MP'OYE SCREW AS AND SELF 514-1Ax70S5 THE DRILLINGCRIMPTISHOWATEIBOTTOM OF THE BOTTOM U-BAR AT EACH PRE -PUNCHED HOLE AT EVERY HINGE LOCATION. USE (1) 1/4-20x8/8' DETAIL11CRIMPTITESCREWATALLOTHERPRE - PUNCHED HOLE LOCATIONS JOHN E. SCATES Fi 3121 FNRGATE DR. OA1VTaLTCN, TX 75007 FL PE e1737 TX PC 030e/F22W VERFICAIIOH OF WN=AD CONSTRUCTION DGTTAILS I WDalton I 32514 REVISIONS REVISIONS 1 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLAFUFIED NUMBER OF ASTENERS AND CENTER INGES REQUIRED FOR ARROWER DOOR WIDTHS. RB 5/10/Oe 2 MODIFIED NOTE B TO STATE THAT LOUVERS ARE NOT IMPACT ESISTANT. GRT e/6/07'' 3 MODIFED JAMB RACKET SCHEDULE FOR AT OPTION. ADDED LHR 5) SECTION DOORS ACK DETAIL SHEET 2- 6jj 3". 18 CA. GRT 4/17/05 BO KS) U-BARS LOCATED OVER 4 ADDED TEXAS UCENSE INTEGRAL RIBS AS UMBER TO TITLE BLOCK. SHOWN CHANCED LOUVER NOTE. NCREASED MAX HEIGHT 4) SECTION DOORS L 0 e'-B'. ADDED HIGH FT AND ROOF PITCH WITH ( b) 3', 18 GA. ACK NOTE eDKSU-BARS LOCATED OVER GRT 4/20/07 INTEGRAL FOBS AS 5 UPDATED TITLE BLOCK SHOWN —_ CRT 5/4/10 U RAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEORAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH ( 2) 1/4-140/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8' SELFORLUNGCRIMPTITESCREWSATEACHENDCAP EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL 0 AND D THIS SHEET) (2) 1/4-14XB/B' CRIMPTITE SCREWS APPROXIFF((ATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, . AND ( 1) 1/4-14x3,e' CRDAPTITE SCREW APPROXIMATELY 8 FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-O', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT SOYYHH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (15) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (1 B) SCREWS ATTACHING EACH U-RAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. HI WITH OLES INTMTHEXCEPTION OF THE OP OFEACH END UPRE-PUNCHED USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLESINTHEBOTTOMOFEACHENDUSEDFORTHE 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- 140/8' CRIMPTITE SCREWS- 3. to OA U-BARS SHALL BE STAMPED '48' APPROXIMATELY b' FROM EACH END. STATIC PRESSURE RATINGS AI'rnUvcu « •--• DATE NAME SIGN ( PSF): +25. 90/-28.90 MAX WIDTH: 16,-0' 3/B/O6 GRT ST PSF : +3& 85 -43.20 PACT/CYCUC RATED ( YES/NO): NO MAX HEIGHT: 8'- 9" DRAWN MAX SECTION HEIGHT: 21' CHECKED 06 1 RB SHEET/2' MODELS 5140/9400/ 9600 2 DRAWING PARTN0. REV. WINDLOAD SPECIFICATION OPTION CODE 0607 319033 P5 14" MAX 1 12" \. / MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. PLATE LOCATION HEDULE CLIP DETAIL LIP LOCATIONS SEE SCHEDULE TRACK JOHN E. SCATE4 PE 3121 FNROATE OR. CARROLLTON. TA 750D7 FL PC 01737 TX PC 0630E/mm FROMSSICNALVFAFlGTION OF "NDLoAD CONSTRUOTION DUALS. 13 GA MIN CONTINUOL WALL ANGI 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 - m 13 GA MIN CONTINUOUS WALL ANGLE OA 4"-20 TRACK RRIAGE BOLT 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1 /4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK LIN _i \ P _ i ll GN PRESSURE CHA MAX PSF+ 46.0I PSF -52.0PSF+ 46.0 PSF/-52.0 PSF+ 46.0 PSF -52.0 PSF REVISIONS K-CUPS-TEXAS ANGLE 12 FOOT 1TED D/11/03 IPDATED FORMAT. EASED ALLOWABLE iSURES TO 00/-52.00 PSF FOR DOOR WIDTHS. NGED TEXAS WALL LE' TO 'CONTINUOUS L ANGLE'. ADDED STRATE MOUNTING AIL CHANGED TO N HD ANCHORS 4/2/07 CHANGED FORMAT. ED MODELS 9800 15024 WITH OVERLAY TRACK CUP IEDULE. 0/21/07 UPDATED MODELS TED IN CHARTS. ATED SPLICE k CUP iEDULES. 9/CR/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E flB CUP (REPLACED IH /9 ACROSS THE IARD). P 10/24/07 1 UPDATED STEEL UNTING DETAIL IS 04/11/05 3 EXPANDED 1-1/2' TO 3/E' DOOR THICKNESS iART UP TO 14' HIGH. IT 12/11/05 10 UPDATED TITLE LOCK RT B/2/10 Wagner Salton DATE NAME DRAWN B/21/07 CRT CHECKED B/21/07 MRB SHEET , OF 2 3395 ADDISON DRIVE DRAWING PART NO. 307494 REV. P10 TRACK SUPPLEMENT CHART, P I B50jA4799D32514 2 3/4" t1" EDGE DIST MIN 3/16" THICK STEEL FOR MOUI\ E60XX MIN. 1 8 2-2 1 /8 V 2- 24- 5/16' x 1-5/8" `--WALL ANGLE ORLAGSCREW EQUIVALENT INTO MIN 2 x 6 N0.2 TRACK CLI SPF (G=0.42) OR - -•- - -'- BE 'EETER ATR•PEACH 1/4-20x9/16" HOLE OAIR 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 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 WELDIN( L:`- 3/ SIMPSON TITEN HD, 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 CONCRET MSTRACK HEX NUT TRACK CLIP JOHN E. SCATE3. PE 3121 FNROATE DR. OARROLLr TX 75007 FLPE01737TxPEDOJOa/F27D3 ENCINM' SRFICATIONL DN OF TANDLDACOLNLYSTRUOTIDNPROMDEDD FORVED&TARS. REVISIONS TF_ CUPS-TEXAS NGLE 12 FOOT iSURES TO DO/-52. 00 PSF FOR DOOR WIDTHS. NGED 'TEXAS WALL LE' TO 'CONTINUOUS L ANGLE'. ADDED STRATE MOUNTING AIL• CHANGED TO N HD ANCHORS 4/ 2/07 CHANGED FORMAT. iED MODELS 0800 1 8024 WITH OVERLAY TRACK CUP UPDATED MODELS ED IN CHARTS. IATED SPLICE k CUP IEDULES. 9/05/07 PDATED CHARTS TO DATE THE USE OF NB CUP (REPLACED 0 ACROSS THE D) . 1D/24/07 IPDATEDSTEEL EXPANDED 1- 1/2' TO 3/8' DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/08 0 ADDED MODEL B700. DATED TITLE BLOCK T 8/2/10 MODELS 91UU w4UV lJOuu zfiuu uuuu U CLIP #'S FROM BOTTOM TO TOP vSPLICE PLATE # 4, 4, 4, 4 64, V7'-O"4, 4, 4, 4, 4 64, 4, 4, 4, 4, 4 64, 4, 4, 4, 4, 4, 4 6 NAME WagnerVSHEET2 SaltonMR9 7 CRT 23395O. REV. ADDISON DRIVEP(850)A474SE19032514P10 TRACK SUPPLEMENT CHART A Division of overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for theconnectionofgaragedoorjambstobuildingframeswiththeuseofvariousfasteners. DASMA Technical Data Sheet TDS-161 may be used as an altemate to this document. Rev. P16 PM 324620 SCHEDULEI 5/16" DIAMETER LAG SCREWS No.0737 •'• STATE OF 40/11 N110, \\ 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 STRUCTURE2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN INTABLEWITHAMINIMUMOFTHREE (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. DIVIDED BY 2 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (Ft) EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =1Bit LOAD PER JAMB = 30psf x I GW2 = 2401h/ft 4. CHART IS BASED ON V-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMBUOBE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) ETTER MOUNTED TO SUPPORT STRUCTURE LUMBERORBIFMOUNTINGOVERDRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILfTY OF THE BUILDING DESIGNER ANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2', MINIMUM FASTENER SPACING SHAM BE 1 1/2', ANDALLHOLESSHALLBEPRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B1821. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' roved John E. Scates, P.E 3121 Falrgate Dr. Carrollton, TX 75007 Revision P16 FL PE 51737 TX PE 5630B/F2203 SCHEDULE 2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS No. 51737 STATE OF 1U Z 1. BASED ON 16d COMMON WIRE NAILS (0.162-x3-1/21 OR 16d THREADED HARDENED -STEEL NAILS (0.148X3-1/2') 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 AMINIMUMOFTHREE (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. DIVIDED BY 2. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =1 Eft LOAD PER JAMB = 30psf x 16W2 = 2401b/ t 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4OR 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 THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CAL 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. roved Date: 2015.02.20 095658 -06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 R. PE 51737 TX PE 56308/F2203 SCHEDULE 3 3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE CF r'//is No.51737 p : STATE Of : Au z ar O.t. %'AOR QP (3 N rrrii 1. BASED ON 3/8'0 A307 HEADED OR HOOKED (1.69' MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHEKWITHAMINIMUMEMBEDMENTDEPTHOF3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN INTABLEWITHAMINIMUMOFTHREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOMOFJAMBSHALLBEPLACEDAMAXIMUMOF6" 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 = 30pst DOOR WIDTH =16ft LOAD PER JAMB = 30pst x 16tU2 = 240lb/ft 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTUREIFMOUNTINGOVERDRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6 ADESIGN OF THE SUPPORT STRUCTURE SHALL ND SHALL BE DESIGNED OR THE JAMB LOADBLISTED IN ABOVE TETHESOLEOABLEASCALCULATEDPERNOTE3IBILITYOFTHEBUILDINGNER Digitally signed by John E. Scates, P.E roved Date: 2015.02.20 0957:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 FL PE 51737 TX PE 56308/F2203 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS SOW i I 1 /q/1 No. 0737 it _ r= p STATE Of : k/ Z LORO?N S ONA`,,`\ 1. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1.3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETEWITHAMINIMUMEMBEDMENTDEPTHOF2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. 2. BASED ON 3/8'0 SIMPSON TTTEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUMEMBEDMENTDEPTHOF2-3/4% A MINIMUM EDGE DISTANCE OF 4% AND A MINIMUM END DISTANCE OF 4'. CONCRETEMASONRYUNITSSHALLCONFORMTOASTMC90ANDGROUTSHALLCONFORMTOASTMC476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLEWITHAMINIMUMOFTHREE (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. DIVIDED BY 2 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 5. CHART IS BASED ON V-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBERORBETTERMOUNTEDTOSUPPORTSTRUCTURE. IFMOUNTINGOVERDRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER ANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE4. 8. SCREW ANCHORS SHAM BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E Scates, P.E. Date: 2015.02.20 0958:01 -06'00' roved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 FL PE 51737 TX PE 56308/F2203 SCHEDULE5 3/8"0 HILT[ KWIK BOLT 3 EXPANSION ANCHOR No. 0737 p : STATE OF : W Z 0/ass ONAO III1110\ 1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHTUNCRACKEDCONCRETEWITHAMINIMUMEMBEDMENTDEPTHOF2-1/2' 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 AMINIMUMEMBEDMENTDEPTHOF2-1 P2' AND A MINIMUM EDGE DISTANCE OF 4'. ONLY ONE ANCHOR PER MASONRY UNITOONCFIE:TE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. TABLE WITH qA MINMUUM OF THREE (3) ANCHOOFANCHORSASRSPERJAMB. ANTO MAINTAIN CHORS AT TOP AND BOTTOMIMUM SPACINGASINOF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. DIVIDED BY 2 4LOADPERJAMBCALCULATEDBYTAKINGDESIGNLOAD (PSF) TIMES DOOR WIDTH (FT) ; EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =1 Eft LOAD PER JAMB = 30psf x 16M - 240113M 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 IFMOUNTINGOVERDRYWALL, 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 8. SCREW ANCHORS SHALL BE (INSTALLED PER MANU ACTABLETURER' S W TTEN INSTRUC ON PER NOTE 4. Digitally signed by John E Scates, RE roved Date: 2015. 0220 095827 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 Fl. PE 51737 TX PE 56308/F2203 WagW palton 330 AWWN DRPk PETSACM& FLOMA 37514 ESD) 474-9E90 No.51T37 STATE OF : tv1N DlglMlly signed byJohn E. States, P-E Date: 2015A220 09.5833 -06'00' arcaAmw rLaamnrc o,mvuL ocNmR au rEm® o*r ra VF/CIIDI R v4saN+ maouc RiALS 1.L AM HE VDrWAL l r DDaE rmm Loa rdN0 S=W 1/4• WMM AND A Y9ID0Di F]a7ID1EM D" DF 2-3/4' AND A YNDDD7 EImE ANM OF 2-3/4. ql t]1NCtEE WA)mau 0EM LOAD WAOF 2A tg DDD3EIL r a• e 4' 4) 3/r SDPSC7 1n r ND SCRII ANCICE , A 1-1/! •ASNER AND ENsamw OFT1H OF A2- AAND A ICAOLE mZ CSTWM OF r. roi ... XqD A R 7 n m ont NDTM` uA]mW11 DESIm1 LOAD wn' ACOF2400 ELS. WMAN Ls / 3 c NEMER 1= smRKER+ PDLE LLAMM a)) 3/ r COA lA0 sCRm LAG 1MR& M P'ENMA1O6 p SIAPCR107DDR. OE7/L3 C WACIT K 243D 1115 D RAy{__ pRAY@1C PART Na REV - JAMB CONNECTION SUPPLEMENT 324620 Pi wa pan 3395 ADDEM DROVE PDNSACOLA, FLORIDA 32514 W) 474-9690 SZ No. 51737 o : STATE OF :tom` FLOR%'D sON ' 1, Diglrallysigmd bylohn ESMM P.E. Dam 2015.022D 09:59:26 -WW J"Ea 11XR as rADSAII a mu II2lar M1 R F2D II R >mD/FS rDD ill Om®1 SVl raTRD Otlr ral 1WGIDI O YC4D m6IDICb DDJLS YN 2 SPi YAY MN 25M S mlO dFASIO`MYAX ' iAS FNFa IOAD T E DF9G1 LOAD Or T2 S1W1CDDt- LOAD MAY MUD Ta DES= LOAD 0r TIC sOD1CDDE DBCN 2 3/4' THE OF SH'DSf1DD: Sfit{CiURE 9UJL BEL16sueIE.90L9HU77 OF T¢ AmFE vNAI grrpnDl KA L EDf2 OF RED Fit 1A s1i01CNtiE n, Ta rIDSFFSSiDSNAI or FUR THE Si1NC71DE .. J 6EM 14 . NOLO MIX NLLF07, 3/r SWIM TiEH N4 sit5/1r uc OO7E t21N r3/t 1oN oDSca Ma 1 +/3T EI®O d or r DCiNEF1 JAIDS 1Aa T IOu.TO+ ACH AW FIDI EACH J+JDS lnrwm AIDS n1ACKEr JAMS totAoaT 711AO( T AID) WADI AND 1/4-m Nrx rRAoc 1/~m Ha WAAX DRAWING PART NO. I REV. JAMB CONNECTION SUPPLEMENT 324620 P16 Page 1 of 1 Florida Building. Code Online i. H — FIaiIGt CiN+fi1:E•9YT OP _.'' •':-- '- :a---_— -_--' (_-_ -'-- algegu a i= Nay o>~l;nal i.>} Business Profession ::_ , — - y -- - da Product Approval reUSER: Public User Seam > ApPnpUon List Search Criteria Code version 2014 AL ApplicationTypeALL Category Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use in HVHZ ALL Impact Resistant ALL other ALL EL# Product Manufacturer Subcategory Compliance Method Quality Assurance Entity Contract Expired Product Description Approved for use outside HVHZ Design Pressure gefinysearch 15000 ALL ALL ALL ALL ALL ALL ALL earch Results - A lIcations valid to s 13# Tvoe Man'rei Ryan J. long, P.E. Approved Eum: B7 Revision Thelma-Tru Corporation (813) 767. 6555 Category. Exterior Doors Assemblies Hl subcategorY. Swinging Exterior Door If rreassary• M10 nomad Tallaha`' a a aa a•^^• -1 4 S& IIS3 Uf " Rn.rra., mf.merR " $ ma err f. of Fmlda.': The State of Florida Is an AA/EEO em *'!r' ed b response to a pubdc-records Mues'tdo not send email addresses are D reds. l! yoU do not want Y e-rton address releas ploase contact 1150.4a7.1395. •Pursrnrd to Under Florida IaN, Ir d, mrdad the afrds'ic, by Dbone of by traditional null. It You have arty 9njrj u o rvvlde the Department vdth an elrra0 address Q ele onk ma0 to tlR Wa S ,e DCober 1_ 2012, llcen 6at+sed under UuD , l' email addresses am pub0c S' If You do not wish to Sermon 455. 275(1), Ronda Stahrlts, be used for ofidal mmmuniatfon with the Dasisee. To determbm If Yon are a 0 see under Ftowever theyhave one. The erm0s prmrlded may with an e p address whkh an be nude avallal ie to the public supply a personal addnss, Pimse provide the me 455, FS., pled coot h.n produd ADDr- W A=ePtl' a a c'CUrLI%'-' LlE rRICS Page 1 of 3 Florida Building Code online NO FlCal0aC57,3iRN '. -.•. V' - tlhGFal .C6[ CfJ1BFit Business Professional R guiatiait:. ,z sw BaS ; G3Fal ' Llnks : —rch pOnd3 ON Product Approval USER: auhuc usrr or Aooltotfon ordf > Aoorotlon-L1SS> DFr o on D Ii R- # . Application Type Code Version Application Status Comments Archived product Manufacturer Add ress/Phone.JEnaii Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance method FL15000-112 Revision 2014 Approved u Thermo T.ru Corporation 118 industrial Drive Edgerton, OH 43517 419) 2984740 ridov@rwbldgconsultants.com Vivian Wright ricav@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida professional Engineer Received Florida Equivalence of Product Standards Florida Licensed professional Engineer or Architect Certified By r, Eauiv FL h5,sooe Eaufv of Blanca odf Florida Building Code Online Page z of 3 Sections from the Code Product Approval Method Method 1 Option D 05/29/2015 Date Submitted 06/28/2015 Date Validated 07/05/2015 Date Pending FBC Approval 09/19/2015 Date Approved Summa of Products Number or Name Description FL Model, N opaque Fiberglass Door with &without 15000.1 a. 'Fiber Classic' or'Smooth-Stai' Sidel te(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Approved for use in HVHZ: YesApprovedforuseoutsideHVHZ: Yes Impact Resistants No Design Pressure: N/AOther. See INST 15000.1 for Design Pressure Ratings, any additional use limitations, Installation Instructions the use product particulars. (This product approvalpartnumberdoorsandddllor painted within 6 months of Installation) been stained 15000. 2 b.'Fiber•-uassleor'Smooth-Star" Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant No Design Pressure: N/A additionaleuse p limitations, instel15000.2 forlllatiiRatings,gn Pressure any oninstructionsand This product approval requires the use product particulars of'7' part numberdoorsandsidelites, which have been stained or painted within6monthsofinstallation.) 1500 0.3 c' Flber-Classic'or'Smooth-Star' Installation Instructions Fl i- o n iNST 5D00 l.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent ThirdParty: Yes Evaluation Reports Fl 07 qE rni SOOO.1.Ddf eny I db d pendentThirdParty: YesLimitsofUseApproved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant No Design Pressure: N/A other: See INST 15000.3 for Design Pressure Ratings, any additional use limitations, Installation Instructions a d use productparticulars (This Product approvalrequires the have been of'r part number doors and sidelites, stained or painted within6monthsofinstallation.) 15DD0.4 d. 'Fiber - Classic' or' Smooth-Star' 6-8'Non-Impact' opaque or Fiberglass OXXO thout Sidellte(s) - Inswing ( Xr Configurations) Installation Instructions n rnicr i ;noO.2.Dd Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ Yes Impact Resistant No Design Pressure: N/A additi naleuse Iimitabons, instalfor lationgn _on Instructions andre any productparticulars. (Thls Product approval requires the use of "7' part number dotiors and d tf, whit ahave been u Verified By: Lyndon F. Schmidt, P.E. 4340 Created by Independent Third Party: Yes Evaluation Reports Created by independent Third Party: Yes sid'No(s) - oa Ong ( X, OX or XO, OXO, XX, OXXO out Sidelite(s) - Configurations) Instanation Instructions S-00 "' rntcr 15000 3. odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by independent Third Party: Yes Evaluation Reports EVAL 150D0 3. Ddf Created by Independent Third Party: Yes B'0'Non-ImPacfopaquOXorXO OXOoXX, wiOXXOthout Sidelite(s) - Inswing (X, Configurations) installation Instructions FI 07 TT jNST 15000 4 odf Verified By: Lyndon F. Sdimldt, P. E. 43409 Created by IndependentThird Party: Yes Evaluation Reports a 500 EVAL t 5000 4 odf created by Independent Third Party: Yes stained or painted wi n bi F7berg ass Door- Outswing e "Fiber Classy or °Smooth -Star• 8'0 'NorrImpC gua do s) e 15000.5 Inswing (XX Florida Building Code Online units of Use Approved for use in HVHZ: YesApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure. N/A Pressure Ratings, anyother: See INST 15000.5 for Designadditionaluselimitations, Installation insbure ul a use product particulars. (This product approvalof'7' part number doors, which have been stained or pairs ed within 6 months of Installation.) 150D0.6 f.'Flber-Classic' or'Smooth-Star' Limits of Use Approved for use in HVHZ: YesApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: N/A re Ratings, anyother. See INST 15000.6 for Design Prpssu additional use limitations, Installation instructions a use product particulars. (fhis product approval requiresof111partnumberdoors, which have painted within 6 months of in stained or installation.) Page 3 of 3 Installation Instruction's Verified By: Lyndon F. Sctmidt, P.E. 43409 CreatedbyIndependentThirdParty: Yes Evaluation Reports SD00a2AEEVAL15000.5.pdf Created by independent Third ram: Yes 6' s Ng OX on-ImpCenter Hinged guGlazed Fiberglass DoubleDoo Installation Instructions 6od Verified By Ln Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports AF EVAL 1500D.6.2df Created by independent Third Party: Yes cacti EB gcn- 497-1624 ad Talhh r8 11i:: cratzment:: ° d.e^—t The gate or Florida Is an ANC empiwer' r• Sri WM— W^bddp, do not send e-rna(1 address released In rrs onse to a puhrk mcords reque . are Pubnc te,,d, Ir you do not want Your 1 ma0. If you have any questlotrs, DIde t Dr4ur 850.t with n * Pursuant to Under Flortda law, etn" addresses hone o D under 1 455, F. S. rtw Pro'd ent with an rmaa address it datrorrlc mu to this enM. L stead, mMaG the oific by P _ blk record. II you do not wish to section 455.Z75( 1), Os W°d be use for a e mmmunlarion v tfth a be ° m to the public To determine H You are a Il nsee are under wtdc addrez have Orre. TherdtitanernarlyaNta personal address, P Pie e chapter 455, FS-, Pl— cider LLR. Product Approval Accept 5ccurlicntr=i tic• Cl THERMAITRU THERMA TRU DOORS 11B rNDU•TNIAL ON., eDOMYON. CH 43B 17 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING W/ & W/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and b In compliance wllh the 61h Edlllon )2914) Florida Building Code (FBC) slruclural requirements Including the "High Velocity Hurricane Zone" (HVHZ). 2. Produal anchors shag be as Died and spaced as shown on defogs. Anchor embedment to base material shag be beyond wag dressing or stucco. 3. When used In the "HVHZ" this product Is required to be protected with an Impact resistant covering that compiles with Section 1626 at the FBC. 4. When used In areas outside of the "HVHr requiring wind bome debris protection Ihls product Is required to be protected wllh an Impact resistant covering that compiles with Section 1609.12 of the FBC. 5. For 2x stud framing construction, anchoring of these units shag be the same as that shown for 2x buck mosorvy construction. 6. Site conditions that deviate from the details of 1hLs drawing require lurlher en&eering anatyds byogcemedenglneerarreglsleredarchllecl. 7. This product does not meet the water In(ghollon requirements for fhe'HVHT. Inswing uNts shag be Installed only In non -habitable areas or of habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sN Is less than 46 degrees. TABLE OF CONTENTS SHEETIf DESCRIPTION 1 Typical a oval ons, deslan pressures 6 general notes 2 Dow one e a Smoothstar 3' Door ne de ails Hber c SI ell a panel detalli r!, glazing e a s 6 Vefllccd cross seclIons 6 Hodson cross sections 7 Hodwnlol cross sections 8 Buck Anchoring 9 Frame aTic o 10 Frame anc or 11 Astro a eta 12 B o ma a it Components 107. 5a' MAX. OVERALL FRAME WIDTH i® IN — ACTIVE ACTIVE ry II II I L III III JL SEE DETAIL 'A' SHEET e Do r ela w/STD ITT-s wcun o OKxo rwr 97. 6(T MAK OVERALL r TRAMSWIDTH7450' MAX. OVERALL.t FRAME WIDTH D D 6 ® 10 t • 2 SEE DETAIL 'A' 1 SHEET B 51MGLE_ INS WIC NO UNIT DOUBLE IN rr.• T.•irTcss SEE DETAIL 'A'/ 9 SHEET6RINSSE W/SIDELITEB INSWING UNIT 0 L1 ' rllyp ' i},ir't ilirrVr K r u "•e i{3', >i r FJs51f: ax" 1, r. x: i alav1'f'•",,C!,'it r?sL.. 1 •F,t•.1 7:tilJ:!L'J*_.r."^t y mom= 1L d zs. en JK L • n LFS mma 90.I FL- 15000.4 ra OFJ.Z 36.OM MAX. DOOR PANEL WIDTH 2 3: 23 ao 0 18 ry toa, DOOR PANEI Smooth Star EXTERIOR INTERIOR HORIZONTAL CROSS SECTION DOOR PANEL 4.037" 0.336' LATCH STILE TOP RAIL SMOOTH STAR) T ( SMOOTH STAR) 1.5 , 4 - 5* HINGE STILE .7 BOTTOM RAILSM-00THSTAR) (D—(SMOOTH STAR) VERTICAL CROSS SECTION DOOR PANEL k., 10W ......... EdBF. 10Z 4: lie; 11 d G Q cd g d n sL-11 N.T.S. M. on JK CHL VA LFS FL 15000.4 WELT 201 12 J F-y7 nin„ 1ME6 Qg 96.0U' MAX. DOOR PANEL WIDTH 2 J F ®® aS 9 I DOOR PANF7 Mer Classla 1 HORIZOP J DOOR PANEL J LATCH STILE FIBER CLASSIC) TOP RAILRAIL FIBER CLASSIC) 1.208 I 1as1 J HINCE S11LE FIBER CLASSIC) 5 BOTTOM RAIL FIBER CLASSIC) 2\ VERTICAL CROSS SEC77ONJDOORPANEL OEM h o Z ad' cm 02 24 12 S 11 N.T.S. 9 Dn. m JK m aac "n LFS 3 n xwn "0.. d FT--15000.4 " 0 ccr or 19 " 1 /r GLASS m 25" STEEL 16 RINTERCEPT SPACER SEE NOTE 1 5" INSI U jEQ eS5 wINslllAEQest SMC IT F aM a71 r ^ 1 J.9J76" MAX. PANEL WIDTH 7.126" MAX. D.LO. WIDTH t ` r 1/2" MIN. JJ GLASS THK. 40 G1/R„4G rt FzTEMPERED GLASS C1 AIR SPACE 25" STEELEMPERED IN RIDR INTERCEPTCLASS SPACER 40 29 SEE NOTE 1 L LN$I II ATFI) rI Acc 4r i P1/C I FRA A I ' DETAI 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1 8" TEMPERED GLASS 1 E 4dii2: E w SEE NOTE 1 u HORIZONTAL CROSS SECTION 4 SIDELITE PANEL 1 21b2 2 bB9" S T 4 JF I.6r-t 3J " I--.S26- 42 PLASTIC LIP LrTE FRAME PLASTIC LIP L1TE FRAMEEXTRUDEDPVCJ4EXTRUDEDSMC 1.077" 1 07r VERTICAL CROSS SECTION 4 SIDELITE PANEL CIE: 2 1 1" I 1 — 1. Spacing for Item J28 do 14f (Tits frame ocrews) 4 -`i j 1•G71" Is oa follows: From th bottom up on sides; 8.5-, with (7) more spaced at 9.875" o.o, there are (2) SIDEIJT_ E PAN F 1 SIDELRE Top g BOTTOM RAIL screws both top and bottom of 2.12V In from eachSmoothStarFlNCERJOINTEDPONDEROSAPINE, SG (rLSIDEL/TE BLANK SIDE STILE comer. FINGER JOINTED PONDEROSA PINE, SG-0.43 a z u m 02 24 12 i N.T.S. a• m JK s' k m LFS 3 ww° sw d FL-15000.4 N R °F 0 2 W 2 A VERTICAL CROSS SEC770N5 sr SEE NOTE 1 I1 2 1 VER71CAL CROSS SECTION5 t m n I I map A 3 l BEFIT L CROSS SEC77ON5Shownw1xau6-buck OPTIONAL SURFACE BOLTS ON ACTIVE PANELSEEDESIGNPRESSURECNgrt7) n2m. @-50.r I. The sidelIto Is direct rat Into the Jamb with (12) Item IP4J a Ig x oofeachverticalambPrh.wood •c w. Therear(4)J1; 48 5" J rromtheto downat 13 5'" z° 4' rrom the outside omers ()at the heador at 12 i(2) iJ a 18x 2_1 or the rrome. there are S. 5•Ill, 4' 12' Prh. wood straw at theIromtheoutfldecomers. K m2. OPTIONAL SURFACE BOLTS S S( SEE DESIGN PRESSURE CHAR ACTIVE PANEL dn0.4 n0 n O,ISMIN. CSINK 13 E F.RIQB SEE NOTE 1 43 1. The eldellte In direct set Into the Jambwith (12) Item 143 a 18 x 2" pfh, woodscrew, Thera ara (4) at each verticalJamb, from the top down at 13,3 , J1', 48.5' & 66'. There 71•" A ore (2) of the headerat4" from (he outside camera of theframe, there are (2) ZFiJ a f8 x 2-1/2- Pill. wood screw 1 !• ; 1 •a. at the still 4' from theoutaldecorners. Je 45 444129 1.1/4• MIN. JC1)11110 EM6.11TP.j HORIZONTAL CROSS SEC17ON6 OPTIONAL SURFACE BOLTSpN ACTIVE PANELSEEDESIGNPRESSURECHART) HORIZONTAL CROSS SECTION B 4e 4 h z zz a to 02 24 12 i N.T.S. g a sn JK a IC M LFS 1BW0 xe.l FL-15000.4 " a xf B Or 12 n 1-1M" MIN EMB, ITy, 1-1/4"MIN, I 1 EMB, ITYP.) •Q': IYMIN. 17 13 CSINK 22 ; ; '' •... 7 8 EXgt3lQB 10 , G HORIZONTAL CROSS SECTION 7 e1- HORIZONTAL CROSS SECTION VDff- 1, The eldellts to direct eat Into the Jamb with (12) Item #43 a is x 2' pfh. wood screw, There are (4) Of each vertical tomb, from the top down at 13.5", 317, 46.6" do 66. There are (2) at the header at4" from the outside comers of the from@. there are2) 113 a is x 2-1/2" pfh. wood screw at thesill, 4" from the outside comers. a K k M lFS FAaN , FL-15000.4 7 7 or 1 9 E F r 4" B. II ae MASONRY OPENING IIIIIII IIII III TYP. HE D JAMBS 2X BUCK RAII MUWON SHOWN FOR REFERENCE II II II 48" 84-F---a 1 1 14" II II u I I 0 ASTRAGAL I 0 SHOWN FOR Q REFERENCE II 0 II 0 II II 0 MUWON-""l SHOWN FOR II 0 REFERENCE II II 0 II MASONRY COANCHOR NOTES 2X I. NCREIEConcrete anchor locations of the comers maybe acUusfed to maintain the min. edgedlstoncetomortar/alnfs. 2 Concrete anchor locations noted as MAX. ON CENTER" must be acvusted to maintainedgedistancetorequired to ensure fhe MAX• ON C,ENTIER" dimension oncrete anchors maybeare not exceeded. 3. Concrete anchor table: y(. fVfNNfi? ; A iC',i G57i1• c.=? 5..... . A?I 14t6°L1"y,:;, :GbGN r't. F57 J.Hte r:e TAPCON° 2" 4" ELCO 1/ 4" , ULTRACON° 1-1/4" 1" 4" 4- 4' 8- II II II 38 II II II II TYP. HEAD II II & JAMBS I I II II MULUO I II II II SHOWN N SHFOR II II REFERENCE II II I II I II MULLION II II SHOWN FOR II II REFERENCE II II II II II II II MASONRY 2X e Q TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE u Q u u u u u ka 2X 99 o 0 MI FT_- 15000.4 it 8 ar 11 MASONF OPENIt FRAA 2X BU( SEE DETAIL 3' SEE DETAIL "2" Y 13 BUCK C I%2XISTALLATION Jp W/IX BUCKINNSTALLATION E TYP TYP JAMBS OBUCK K SEE DETAIL 1 " TYP. SILL 14 i 1Ul CONCRETEANCHOR NOTES 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortar/oints. i2. Concrete anchor locallons noted as MAX, ON CENTER" must be adjusted to mafntaln the min. edge distance to mortarjoints, additional concrete anchors ' MAX.may be required to ensure the ON CENTER' dlmenslon are not exceeded. 3. Concrete anchor table. - at%.::;:%`A!111:•.....,......:...AN;:.;1V11N 1;,4ki?kN: HMO dI A ......... AN"Hpk......... ITW TAPCONO 1/4 11/4 2 q h. TAPCON° 3/16" 1.1/4" 3" OOD5CREWIN5TA TIO OTES• MaintainI. a minimum 5/6 edge distance, 1 end dstance, d I"o,c, spacing ofwoodscrewstopreventthesplittingorwood. r THESE (2) ANCHORS . ...... REQ'D ONLY WHEN • C" i4" F iI II '— .. / DP > 47 PSF T —. I I r_ O: g h rR 11 0A. 11j* 111 MASONRY 1J w/2X BUCK I ' zg " z OPENING 11TAL1AMON V1 M1 FSLL 7¢qG a JD W/1X BUCK S. ({ m a. 0i IXTALLATION — J G \ tC dIL B ZFRAMETYP, HEAD & JAMBS O BUCKS 2X BUCK SEE SEE DETAIL TV. DETAIL o rs 4. 43 — YP8go I n' ?. T. SILL ` I I W At I I I yIEW_C"— A" SINGLE DOOR W SIDEIILES 13 49 J0 30 W/2X BUCK INSTALLATION f3 0 31 31 13 J7 W/ 1X BUCK 48 INSTALLATION 10 DETAIL " 3" DlT " 10 ASTRAGAL do SURFACE BOLT STRIKE PLATES ® HEAD 10 DETAIL " S" 13 31 31 13 M 3030 DETAIL .4. DFTAI "1" SURFACE BOLT STRIKE. PLATE THRESHOLD 10F a z 8 sNm 02 24 12 i caul, N. T.S. 9 DM on JK 'm crlX. en LFS DaAWM NW FL-15000. 4 0 LEST OF.]„ a, n 0 DETAIL "3" P MASONRY OPENING FRAME B- A" b SEE DETAIL "2" 1J W 2x BUCK 1 srALunoN J7 W/lx BUCK I ST TION 14 JAMBS EAD O H 2X BUCK SEE 14 TYP' SILL DETAIL "1" SEE DETAIL "4" B" A" DOUBLE DOOR CONCRETE ANCHOR NOTES: I. Concrete anchorlocallons at the comers maybe adjusted to maintain the min. edge distance to mortorJolnts. 2. Conorete anchorlocaflons noted as'MAX4 CENTER must be adjusted to maintain tMX. he min. edge distance to mortarjolnts. additional concrete anchors may be required fo gnsure the MAX. ON CENTER" dimenslon are not exceeded. 3. Con crete anchor nchortable: X. ti.. ilf...... ?i 11V;' I 1 Nl ?n i1:IN'r fit il:NrfNC 1' P1i Sl i A 11 LiM N!<q?+ttr!1A34'71VItY sizi1P,A4''Nr q> ANCHOR.,.....: TAPCON° 1/4" 4" 2" 4" TAPCON° 3" WOOD SCRE INSTA LATIO NOTES Main 1 Iny 1. la n a minimum 5/8 edge distance, 1 end distance, 6 1"o,c. spacing.of woodscrewstopreventthesplIingofwood. MASONRY OPENING FRAME-, 2X BUCKS C---- J I A" SINGLE DOOR lX BUCK STALLATION 13 2X BUCK ISTALLATION 13 10 DETAIL - A FTAI " S" W/ iX BUCK 50 B INSTALLATION W/ 2X LICK 13 INSTALLATION DETAIL " 4" A 3T7 Md 9 E SEE t O DETAIL 5" tiiWW` J Yl i 0` rej.......... i'•, pt_```` ppz a2 g 48 30 30 W 2X BUCK 13 0 I STALLATION 31 3t W/ 1X BUCK INSTALLATION 48 DETAIL " 2" ASTRAGAL do SURFACE BOLT STRIKE PLATES ® HEAD a JJ YY31 31 =' F 8 n 02 24 12 i 30 C. 30 SCAM N.T.S. 5 DETAIL " 1" - IM0' ° M JK m SURFACE BOLT STRIKE PLATE Cw. °Tc LFS d 0 THRESHOLD FL- 15000.4 „ 0 cwssr _ 10 or 12 11 0.063' I -- U SEE NOTE 1 0.126' 24 ASTRAGAL DETAIL NOTE: 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. T N.T.S. 4 m JK m LFS xwo Nol FL-15000.4 tr i 1 a, _ 2 4 0. U O O 46 SURFACE BOLT WEE 25" STEELI 40 41 WOOD FRAME 22 J5 FINGER JOINTED PONDEROSA PINE, SG-0.43 5760' r filar r : r 1.. / el/ a/• n 5i OO U 11 `` 4 m y5 v V N d Zp1p O O ^ N p i V b 4 cEE° maa O 30 SURFACE BOLT STRIKE PLATE (.125' STEEL 8 0 h 28 INSVANF DOOR BOTTOM SWEEP VINYL .080" MAX. WALL, 035" MIN. WALL Z1,1• a L L Z wTc:02 24 12 stxu N.T.S. mm. m JK 15 INSWI G SIDELITE aat. M IFS BOTTOM BOOT 0.09' EXTRUDED VINYL WALL DFAWM MW FL_15000.4 i1REF 12 OF],% 2/14/2018 Florida Building Code Online Professional _ Meld BCIS Home I Log in I user Registration I Hot Topics Submit Surcharge Stats & Facts I Publications FBC Staff I BCIS Site Map I Links I Search ridd rProduct Approval g USER: Public User 1.9yqtYk::"- j k:vYEr.S 0— Product ADoroval Menu > Product or Agplication Search > Application List IFFICEOFTKE Search Criteria SECRETARY Refine Search Code Version 2017 FL# 16103 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL bearcn rcesUits JAPIP11c a wro FL# Iype Manufacturer Validated By Status FL16103-119 Revision Ply Gem Windows National Accreditation & Management Institute Approved Histo Category: Windows 804) 684-5124 Subcategory: Single Hung Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida Law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Credit Card Safe https:UFloddabuilding.org/pr/pr app_lst.aspx 1/1 2/14/2018 Florida Building Code Online of -- us BCIS Home I Login I User Registration I Hot Topics I Submit surcharge I Stats a Facts I Publications I FBC Staff I BCIS Site Map I Unks I Search I Fbdda r qi ProductApproval S USER: Public User L{t'`.yr ir product Anoroval Menu > Product or Aoolication Search > Application Ust > Application Detail Hii FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method FL16103-R9 Revision 2017 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Ply Gem Windows 433 N. Main St. Rocky Mount, VA 24151 614)532-3596 luanne.harris@plygem.com Luanne Harris luanne.harris@plygem.com Windows Single Hung Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2011 ASTM E1886 2005 ASTM E1996 2009 Method 1 Option A Date Submitted 12/20/2017 https:l/floddabuilding.org/pr/pr app_dtl.aspx?param-nrGEVXQwtDgvyf4ngAXh1000gbVYRGITgUSzNzJCVvRgQvjVOzheKNA%3d%3d 1/3 2/14/2018 Florida Building Code Online Date Validated 12/21/2017 Date Pending FBC Approval Date Approved 12/27/2017 Summary of Products FL # Model, Number or Name Description 16103.1 Ply Gem 1500 Single Hung, Non -Impact (Alt. Substrates) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16103 R9 C CAC NI011350.01-R3.pdf Approved for use outside HVHZ: Yes L 6 R9 C C6L_NI011350.02-R3.pdf Impact Resistant: No FL16103 R9 C CAC NI011350.04-R3.odf Design Pressure: N/A FL 61 3_R9C_CAC NI011350.05-R4.pdf Other: Refer to installation detail for sizes, configurations and FL16103 R9 C_CAC NI011350.06-R3.pdf ratings. FL16103 R9 C CAC _NI011350 07-R3.pdf FL16103_R9 C CAC NI011350.08-RS.pdf FL16103 R9 C CAC N1011350.11-114.pdf FL16103_g9 C CAC NI011350.16-R3.pdf F1_16103_119 C CAC NI011350.20-R3.pdf L1F6103_g_C CAC NI011350.21-R3.odf FL16103 R9C CAC NI011350.22-R4.odf FL16103 R9 C_CAC NI011350.25-R3.pdf FL16103_119 C CAC NI013370.02.pdf FL16103 g C_CNI013370.03.pdf L1610 R9 C CAC NI013370.04.pdf L 6 R9 C QLCNI013370.05.pdf FL16103_R9 C C _NI013370 06 pdf Quality Assurance Contract Expiration Date 04/30/2020 Installation Instructions FL16103 R9 II PGW181-C.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL16103 R9 AE EvalRePort-PGWI81-C.pdf Created by Independent Third Party: Yes 16103.2 Ply Gem 1500 Single Hung, Non -Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16103 R9 C CAC NI011350.01-R3.pdf Approved for use outside HVHZ: Yes FL16103 R9 C_CACNI011350.02-R3.pdl Impact Resistant: No Design Pressure: N/A FL16103 R9 C CAC_NI011350.04-R3.pdf FL161 3=9C CAC NI011350.05-R4.pdf Other: Refer to installation detail for sizes, configurations and FL16103 R9 C CAC NI011350 06-R3 pdf ratings. 16_U_CCACNI011350.07-R3.pdf FL16103_R9 C CAC NI011350.08-R5.pdf FL16103 R9 CCAC NI011350.11-R4.pdf FL16103 R9 C CAC NI011350.16-R3.pdf F1_16103_R9 C CAC NI011350.20-R3.pdf FL16103_R9 C CAC NI011350.21-R3.pdf FL16103 R9 C CAC NI011350.22-R4.pdf 1`1_16103_R9 C CAC N1011350.25-R3.pdf FL16103 R9 C CAC NI013370.02.pf FL16103_R9 C ( C NI013370.03.pdf F1,16103 R9 C CAC NI013370.O4.Rdf FL16103 R9 C CAC NI013370.OS.P-Iff FL16103_R9 C CACNI013370.06.pdf Quality Assurance Contract Expiration Date 04/30/2020 Installation Instructions FL16103 R9 II PGW198 AS TESTED.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 16103.3 Ply Gem 1500 Single Hung, Impact (Alt. Substrates) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No _ FL16103 R9 C CAC NI011350.12-R2.pdf Approved for use outside HVHZ: Yes FL16103 R9 C_CAC NI011350.14-R2.pdf Impact Resistant: Yes FL16103 R9 C_CACNI011350.24-R2.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL 61 3_99_1I PGW183-B.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports https://Roddabuilding.org/pr/pr_app_dd.aspx?param--vGEVXQwtDgvyf4ngAXh1000gbVYRG[TgUSzNzJCVvRgQvj'VOzheKNA%3d%3d 2/3 2/14/2018 Florida Building Code Online FL16103_R9_AE Eva1Re ort-PGW183-B.pdf Created by Independent Third Party: Yes 16103.4 Ply Gem 1500 Single Hung, Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16103_R_C CAC NI011350.12-R2.Ddf Approved for use outside HVHZ: Yes FL16103_R9 C CAC 1\11011350.14-112.Ddf Impact Resistant: Yes FL16103_R9 C CAC NI011350.24-R2.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL16103_R9LPGW184 AS TESTED.Ddf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back eJ __ Contact Us :: 2601 Blair Stone Road, Tallahassee FL_32399 Phone: 850-487-1824 The State of Flonda is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Credit'Card Safe https://Roddabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvyf4ngAXhl 000gbVYRGrrgUSZNzJCVvRqQvIVOzheKNA%3d%3d 3/3 PLY GEM WINDOWS SERIES 1500 SINGLE HUNG WINDOW NOTES: I. THIS INSTALLATION HAS BEEN EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE OUTSIDE THE HVHZ, AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES DO NOT EXCEED THE DESIGN PRESSURE RATINGS HEREIN. 2. WHEN USED IN AREAS REQUIRING IMPACT PROTECTION, THIS PRODUCT REQUIRES THE USE OF APPROVED IMPACT PROTECTIVE DEVICES (SHUTTERS). 3. ANCHOR TYPE, SIZE, SPACING, EMBEDMENT, AND EDGE DISTANCE SHALL BE AS SPECIFIED IN THESE DRAWINGS. USE APPROPRIATE ANCHORAGE FROM TABLE I ACCORDING TO SUBSTRATE TYPE. A MINIMUM CENTER -TO -CENTER SPACING OF 3' SHALL BE MAINTAINED BETWEEN ALL INSTALLATION FASTENERS IN ANY DIRECTION. 4. ANCHOR EMBEDMENT TO SUBSTRATE SHALL BE BEYOND WALL DRESSING OR STUCCO. FOR MASONRY OPENINGS WITH WOOD BUCKS LESS THAN 1-1/2' THICK, EMBEDMENT SHALL BE BEYOND WOOD BUCKS, IF USED, AND INTO MASONRY SUBSTRATE. WOOD BUCKS WITH MASONRY ARE OPTIONAL. 5. WOOD, METAL, OR MASONRY OPENINGS, BUCKS, AND BUCK FASTENERS, BY OTHERS, SHALL BE PROPERLY DESIGNED AND INSTALLED BY OTHERS TO TRANSFER SUPERIMPOSED LOADS TO THE STRUCTURE. ADEQUACY OF THE STRUCTURE TO RECEIVED THESE LOADS SHALL BE VERIFIED BY THE CONTRACTOR OR AUTHORITY HAVING JURISDICTION (AHJ). 6. IT IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD OR AS APPROVED BY THE AHJ TO SELECT PLY GEM PRODUCTS TO MEET ALL APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES, OR OTHER SAFETY REQUIREMENTS FOR EACH INSTALLATION. 7. SHIMS ARE REQUIRED WHERE GAPS OF GREATER THAN 1/16' EXIST BETWEEN OPENING AND FRAME. MAX. SHIM STACK IS 1/4'. SHIMS SHALL BE LOAD -BEARING AND CAPABLE OF TRANSFERRING LOADS TO THE SUBSTRATE. 8. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER INFILTRATION RESISTANCE OF THE INSTALLED PRODUCT SHALL BE THE RESPONSIBILITY OF OTHERS USING ASTM E 2112 AND IS NOT ADDRESSED BY THIS DOCUMENT. 9. INSTALLED GLAZING SHALL COMPLY WITH ASTM E 1300. 10. ALL FASTENERS PENETRATING INTO PRESSURE TREATED -WOOD SHALL BE CAPABLE OF PREVENTING CORROSION DUE TO REACTION WITH PRESSURE TREATMENT CHEMICALS. ANY DISSIMILAR MATERIALS THAT COME INTO CONTACT SHALL BE PROTECTED TO PREVENT REACTIONS IN ACCORDANCE WITH CODE REQUIREMENTS. 11. A WIND LOAD DURATION FACTOR CD = 1.6 WAS USED FOR THE ANALYSIS OF WOOD SCREWS ONLY. 12. PRODUCTS SHALL BE CONSTRUCTED AS SPECIFIED IN TEST REPORTS NATIONAL CERTIFIED TESTING LABORATORIES 110-15596-1 & -2. 110-15597-1, 110-15598-1. 110-15599-1 & -2. 110-15600-1, 110-1601-1. 110-15602-1, 110-15605-1, 110-16027-1, 110-16028-1, 110-16245-1, 110-19262-1, 110-19348-1 THRU -5. 13. DESIGNATION 'X' IS FOR OPERABLE PANEL AND 'O' IS FOR FIXED PANEL. 14. USE 100% PURE SILICONE CAULK COMPLIANT WITH AAMA 800 SECTION I - SEALANT SPECIFICATIONS FOR USE WITH ARCHITECTURAL FENESTRATION PRODUCTS. 15. USE A BACKER ROD ON ALL JOINTS >3/4' DEEP AND/ OR WIDER THAN 1/4'. FINISHED CAULK JOINT SHOULD BE A MINIMUM OF 3/8' DEEP. FL 16103. 1 SIZE CHART OVERALL SIZE MAX. DESIGN PRESSURE GLAZING TYPE / CONN G. WIDTH HEIGHT 35- 15/16' 14' 501- 50 PSFTYPE GI / EVENSASH40• 72' 50/- 50 PSF 46• 72' 450/- 50 PSF 62- 1/ 6' 62' 50/- 60 PSF 53' 77-1/1' 50/- 60 PSF 44' 77-I/1' LO/- 40 PSF 63' 77-1/1' 40/- 40 PSF 35-15/16' 73 15/ 16' 35/- 35 PSF 35-15/16- 73 I5/16' 1 +SO/- 50 PSF 4/-1116' 95-15/16- 30/- 35 PSF TYPE GI / ORIEL SASH 41-1/16' 95-15/16- 25/- 30 PSF 44- 1/ 16' 77-1/6' 40/- 40 PSF TYPE G2 / EVEN SASH 36-1/16' 74-1/16' 50/- 50 PSF 35- 7/16' 73-1/2' 35/- 35 PSF J6-IS/l6' 61 15116' 35/- 35 PSF TYPE G3 / EVEN SASH 35-1/2, 73-1/2' 30/- 30 PSF 40-1/ 16' 72' 25/- 35 PSF 43-15/16' 77-1/ 3' 25/- 25 PSF TABLE OF CONTENTS SHEET DESCRIPTION I INSTALLATION 5 GENERAL NOTES iSHEET 2 ELEVATIONS 6 ANCHOR SCHEDULE 3 VERTICAL SECTIONS 4 HORIZONTAL SECTIONS5GLAZINGDETAILSTABLEI: INSTALLATION FASTENERS TABLE Lucas Tumer 2017-12- 20 03:31+ 19:00 ID SUBSTRATE TYPE ANCHOR TYPE MIN. EMBED. MIN EDGE DISTANCE FIN INSTALLATION A ZX MIN. SPRUCE -PINE -FIR WOOD 8 W000SCREW I-I/ 2' 7/16' G=0.42) 16 GAUGE (0.060') STEEL 36 KSI MIN. 1 * 10-16 SELF - DRILLING SCREW IFULL. PLUS 3 7/16. B OR 1/8' ALUM. 6063-T5 MIN. EKS/DRIL- LEX/KWI - LEX THREADS MIN. FRAME OR CLIP INSTALLATION c CONCRETE (2 KSI MIN.) 3/16' ITW TAPCON 1-1/2' 1-1/8' D HOLLOW OR GROUT -FILLED CMU 3/16' ITW TAPCON I' 2' I17 PCF MIN.) E ZX MIN. SOUTHERN PINE WOOD 3/16' ITW TAPCON 1-3/ 8, 7/8' G=0.55) F 2X MIN. SOUTHERN PINE WOOD 10 WOOD SCREW 1-3/8' 7/8' G=0.55) 16 GAUGE (0.060') STEEL 36 KSI MIN. 10- 16 SELF -DRILLING SCREW IFULL. PLUS 3 1/2' G OR 1/8' ALUM. 6063-T5 MIN. TEKS/DRIL-FLEX/KWIK- FLEX THREADS MIN. NOTE: ALL SCREWS AND TAPCONS SHALL HAVE MOD. TRUSS, PAN, OR HEX WASHER HEAD, 0.42' MIN. HEAD OR WASHER DIAMETER FOR FIN ANCHORS, 0.355' MIN. HEAD OR WASHER DIAMETER FOR FRAME ANCHORS. Ply Gem• WINDOWS 433 N. MAIN ST.. 20 10X 159. ROCKY MOUNT. VA 24151nc 54"".6141 PK: 54O 484-I613 3 w - Q N o n ll: W Z w DO Q FC P 0E = u Z U /n col' v ORE W /T, i j: No 5E201:9 s c 9p: BTAT6 OF :2u 12/19/ 2017 LUCAS A. TURNER, P.E. FL PE III 5B201 TURNER ENGINEERING & CONSULTING, INC. COA # 29779) 1239 JABARA AVE. NORTH PORT, FL 34288 PH. 941-380- 1574 PGW181 T: I OF 5 UNIT MAX. WIDTH Ply Gem• SEE SIZE CHART, SHEET I UNIT MAX. WIDTH us M Mu" ST.. ro Box 151' SEE SIZE CHART. SHEET I B C MOCKY MOUNT. Y1 Z1n1 3 3 rM s1O-au-1s1.1 rx: 51.o-1.u-1e3 wBC 3 S Q o 0 ti H G 4 non E H 4 F NOTE: MAXIMUM ORIEL UNIT FIXED D.L.O. HEIGHT IS LIMITED TO 50-7/6'. c c o m iu G lg'`•i 4 4 4 4 110" F uuWzi O w E 1uF I ZsJ 3: xxggu SN Z N a n twit wIn Z y V" Zr 0 a J 7WMyM NW Z Q N O J NZ N fA wW f Z A D A D y o W O Z TYPICALELEVATIONTYPICALELEVATIONEVEN SASH ORIEL SASH H m m m c y i E u Z o o u rn 4• FROM CORNER, TYP. 4' FROM E- 1/2' ' D. C., TYP. 6' FROM CORNER, TYP. Is O. C., TYP. 6' FROM CORNER, TYP. Is 0' C" 6' FROM TMP' CORNER, TYP. pm, np r Y1 NOR.. GENSF I` CORNER, TYP. 9' No5840112. O.C., TYP. I 12. 0•C•• TYP. J" TE%TRA ANCHORS n non110 n (MARKED W/ 'X') MOM INSTALLATION REQUIRED FOR ALL F'•• 0.... i ANCHOR, TYP. INSTALLATION ANCHOR, TYP. I J WINDOW WIDTHS JQ" J % OVER 44-I/16' 411it 2' EACH 1 2• EACH 4 D. C., TYP. SIDE OF MTG. RAIL CENTER, 4 ll4' FROM ANCHOR SIDE OF MTG. RAIL CENTER, 4 4' FROM ll EXTRA ANCHOR 12/ 19/2017 LUCAS A. TURNER, P.E. IV TYP. X. EXTRA LOC. TO 1 NEAREST TYP' LOC. TO NEAREST FL PE # 58201 TURNER ENGINEERING h EXTRA ANCHORS A STAN TYPD LOC., ya STANDARD LOG., Y CONSULTING, INC. COA 2877 p/ fINSTALLATION CIRCLED LOCATIONS) JM' V AVE.ANCHOR, 1TH TYP. REQUIRED FOR ALL PORTJAB, NORTHF WINDOW WIDTHS OVER 44-1/16• 4. O.C. 6' FROM I INSTALLATION DWG $: CORNER, TYP.~ ANCHOR AT CLIP, TYP. ANCHOR LAYOUT ANCHOR LAYOUT ANCHOR LAYOUT P G W 181 SHEET: 2 OF 5 FL16103.1 FIN INSTALLATION FRAME INSTALLATION CLIP INSTALLATION MIN. EMBED. MIN. EDGE DIST. INSTALLATION ANCHOR '= PI Gem• SEE TABLE I, SHEET I SEE TABLE I, SHEET I SEE TABLE I, SHEET I ' WINDOWS SUBSTRATE INSTALLATION ANCHOR BY OTHERS SEE TABLE I, SHEET I ay n. nun sr.. POrox aer. COCKY NOUNT. v.:LLSI SUBSTRATE BY OTHERS MIN. EDGE DIST. MIN. EMBED. m: 54o-4uu SEE TABLE I, SHEET I SEE TABLE I, SHEET I SILICONE CAULK SILICONE CAULK /• - SEE NOTES 14 6 15, SEE NOTES 14 6 15, SHEET I p H SHEET[ rI COO MAX. L 1/4' MAX. ; SHIM SPACE — ` SHIM SPACE c z SEE GLAZING DETAILS SHEET 5 I u z p0SEEGLAZING — ` /~ SEE GLAZING w G O 5 DETAILS SHEET 5 U tZ - DETAILS SHEET 5 a ^ mo EXTERIOR INTERIOR zc I ) EXTERIOR INTERIOR w w z Tu O O 9 u a o > H N W Kc, O g VERTICAL SECTION C VERTICAL SECTION u is w3 3 HEAD o s o BRICKMOULD FRAME DFIN INSTALLATION I BEVELED FRAME- FRAME INSTALLATION JI i a SEE GLAZING I / z a m u DETAILS SHEET 5 SEE GLAZING / DETAILS SHEET 5 m m In m to SEE GLAZING z w r a I DETAILS SHEET 5 c o, c u , z I VERTICAL SECTION ; INTERIOR EXTERIOR / INS— MEETING RAIL OR EXTERIOR I / — x%`r OREve loo I TYPICAL 1 I i GENB.TG.O"I . F'•- W,' No 5E201 5/ 16' MIN. I/ L' MAX. I/ 4' MAX. e 90: BiATE OF i , .. SILICONE CAULK SHIM SPACE 0 MIN. EDGE DIST. SHIM SPACE SEE TA BLE I, FS.<pR,p *•'O'r S; ONA SEENOTES14615, SHEET SHEET I SILICONE CAULK SEE NOTES 14 B 15. SHEET I MIN. EMBED. 12/19/2017 SEE TABLE 1• SHEET 1 LUCAS A. TURNER, P.E. FL PE N 5B207 SUBSTRATE SUBSTRATE INSTALLATION ANCHOR TURNER ENGINEERING & BYOTHERSBYOTHERSSEETABLEI, SHEET I CONSULTING, INC. COA If 29779) INSTALLATION ANCHOR 1239 JABARA AVE. MIN. EDGE DIST. SEE TABLE 1, SHEET I MIN. EMBED. NORTH PORT, FL 34288 PH. 941-380-1574 SEE TABLE 1• SHEET 1 SEE TABLE I, SHEET I DWG #: A VERTICAL SECTION D VERTICAL SECTION P G W 1 8 I3SILLLLISHEET: Z OF 5 FL16103.1 BRICKMOULD FRAME - CUP INSTALLATION BEVELED FRAME FIN INSTALLATION J v MIN. EMBED. SEE TABLE I. SHEET 1 1/4' MAX. MIN. EDGE DIST SEE TABLE I, SHEET I em• Ply GSHIMSPACE SUBSTRATE I/4' MAX. BY OTHERS SHIM SPACE INTERIOR INTERIOR INSTALLATION ANCHOR I MUM 2T., M 101 111, SEE TABLE I, SHEET I ROCKY Mourn. VA 24151 MIN. EDGE DIST. i — MIN. EMBED. m: s -LM-"u SEE TABLE I, SHEET I SEE TABLE I, SHEET I SEE GLAZING o DETAILS SHEET 5 Q c o SUBSTRATE BY OTHERS CO SEE GLAZING p DETAILS SHEET 5 z INSTALLATION ANCHOR SEE TABLE I, SHEET I o zz c EXTERIOR EXTERIOR w J 2 E HORIZONTAL SECTION F HORIZONTAL SECTION SILICONE CAULK SEE NOTES 14 d I5, SHEET I a zoN y z F Q F SILICONE CAULK I 4 JAMB 4 JAMB c= O ti u o SEE NOTES 14 9 15. SHEET BRICKMOULD FRAME -FRAME INSTALLATION BRICKMOULD FRAME - FIN INSTALLATION ur w zu c wr w Ix F i W MIN. EMBED. SEE TABLE I, SHEET 1 FI i a m u MIN. EMBED. I/4' MAX. I/4' MAX. SEE TABLE I, SHEET I w ' m:1 SHIM SPACE SHIM SPACE C m Q o. z o u y z SUBSTRATE MIN. EDGE DIST. r 5/16' MIN. INTERIOR INTERIOR ERS SEE TABLE I, SHEET I TIONINSTALLABY ANCHOR 0 1'•.pp SEE TABLE I, SHEET I No 68201 VA INSTALLATION ANCHOR SEE GLAZING DETAILS SHEET 5 9 i JSTATEO*,:1 SEE TABLE I, SHEET I SS 0NAIE?o`` MIN. EDGE DIST. SHEETSEETABLE I SEE GLAZING SUBSTRATE DETAILS SHEET 6 12/19/2017 BY OTHERS LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING do EXTERIOR EXTERIOR CONSULTING, INC. 2977SILICONECAULK 1239AJ BARA AVE. SILICONE CAULK SEE NOTES 14 5 15. SHEET I NORTH PORT. FL 34288 SEE NOTES 14 B 15. SHEET I PH. 941-380-1574 G HORIZONTAL SECTION H HORIZONTAL SECTION owG n: 4 JAMB 4 JAMB P G W 181BEVELEDFRAME- CLIP INSTALLATION BEVELED FRAME - FRAME INSTALLATION FL 16103.1 SHEET: 4 OF 5 FL 16103.1 f0h Ply Gem- WINOGWS 133 N. MAIN ST.. ro IOA 331. ROCKY MOIRR. VA A131 M: 110-111-I5L1 FR: f10-Lk-111] 7/e' O.A. 7/8' O.A. INSULATED INSULATED ANNEALED G $ o 0 ANNEALED GLASS UNIT o g g EXTERIOR — GLASS UNIT EXTERIOR/ — > JI \ m I \ I 3 o 1/2' MIN. TYP. / INTERIOR 31/2' MIN. TYP. / INTERIOR GLASS BITE cr zo 0 GLASS BITE TWO-SIDED z a DOW 1199 GLAZING TAPE _ a c SILICONE GLAZING DETAIL JZ N _ GLAZING DETAIL 1 W O z rouuaoyu w _F zK JN d i F 4- 13/16' O.A. HI Z a mI Iu INSULATED ANNEALED F'6 m N m wJ F EXTERIOR -- \ GLASS UNIT ap P Q E u N z I \1 ,.A`1 p10REWrTrrr I/2' MIN. TYP. / INTERIOR No 58201;`P GLASS BITE COMPRESSION GLAZING TAPE GLAZING DETAIL 3 '" 9 BiATE OF :1(r APPLICABLE TO FIXED LITE ONLY rrnnn u111 FOR SASH SEE GLAZING DETAIL 1 z 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING k CONSULTING, INC. COA # 29779) 1239 JABARA AVE. NORTH PORT, FL 34288 PH. 941-380-1574 DWG *: PGW181 SHEET: C OF C PLY GEM WINDOWS SERIES 1500 INTEGRAL MULLED WINDOW INSTALLATION NOTES: I. ONE (D INSTALLATION ANCHOR IS 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 OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF tI12 INCH (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 SHIHIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/1. INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5. FOR INSTALLATION INTO WOOD FRAMING USE 06 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE II/2INCH 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. 6. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55. FL 16103.2 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/I.S.2/A44D-05/05 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 517E CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 7. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. OVERALL SIZE MAX. DESIGN PRESSURE UNIT TYPE MISSILE IMPACT RATING WIDTH HEIGHT 72-112' 60' 50/- 60 PSF TWIN NON -IMPACT 60-1/2' 71-15/16' 50/- 50 PSF 64-1/4' 77-1/6' 40/- 40 PSF 109, 60' 45/- 65 PSF TRIPLE109-I/16' 71.4116• 25/- 35 PSF 121-I/16' 77-1/16' 45/- 45 PSF NOTE: SEE SHEET Z FOR ALL OUALIFIEU 60NHUUKAIIONS TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATIONS 3 ANCHOR SCHEDULE 4 VERTICAL SECTIONS 5 HORIZONTAL SECTIONS 6 COMPONENTS, BILL OF MATERIALS. 6 GLAZING DETAILS 0k Ply Gem - WINDOWS 433 N. MAIN ST.. PO 10K 531 IIOCKY MOIfR. VA 24151 PH 540i144341 PX: 540.4U-6613 w - F P Q o p o >- m _ p J Z 3 p wwF g E Zp J f Z. d u K w U F Nwzp of0 Z 10g N L WFa w O cx Lm3J w N Q p Iiil 7 w N GoQ 1'u: J N Q20 Z Y u Z p N _ 1'0: N 0LLI F- InLU H nQ DWG #: PGW198 SHEET: I OF L f; Ply Gem• WINDOWS 433 N. MAIN GT . f0 BOX SSI ROCKY MOOR. VA 24151 PH: 140.414-1]41 FX• 340.414.0013 W UNIT MAX. UNIT MAX. Q o c WIDTH 12q' WIDTH 84k' L D.L.O MAX. z CO J D.L.O MAX. _ WIDTH 3518' 1 WIDTH 37' 3 B C B C w L 4 4 L j Qf L O_ r /" CX a_ 0 0 OC G; 01 G H ~ G w 6 3 5 w o E H H-I F E G F ZO r UNIT MAX. 5 6 5 3 D.L 0. MAX. UNIT MAX. 5 5 5 rn ; qL HEIGHT HEIGHT HEIGHT w w 0 77- . p. .0. 72j- 778' D.L.O. MAX. .p. 'O' z tr LL P HEIGHT N a ui w = COm w Q J LK Q Z -J,3 Y U Zoti3 = u cn L L TYPICAL ELEVATION TYPICAL ELEVATION TRIPLE UNIT TWIN UNIT NOTE: HSEESHEET3FORANCHORLAYOUTS6 SCHEDULE OF ALL QUALIFIED UNIT SIZE NW AND DESIGN PRESSURE COMBINATIONS. F- NQ DWG #: PGW198 FL 16103.2 SHEET: 2 OF 6 SERIES 1500 INTEGRAL MULLED WINDOW QUALIFIED UNIT TYPE CONFIGURATIONS TWIN UNITS 00 TRIPLE UNITS 000 5' O.0 TYP. 4' FRO CORNER, T CORNER,TYP. TYP. Al J" J" Mo 11 TYPICAL ELEVATION FIN INSTALLATION 121-1/16' x 77-1/16' UNIT INSTALLATION ANCHOR, TYP. SERIES 1500 INTEGRAL MULLED WINDOW - ANCHOR SCHEDULE UNIT SIZE UNIT TYPE DESIGN PRESSURE INSTALLATION TYPE 6 ANCHOR SPACING WIDTH HEIGHT FIN FRAME CLIP HEAD IAMB SILL HEAD IAMB SILL HEAD I JAMB SILL 72 1/2' 60' TWIN 50/-60 PSF 8.00' 8.00' 8.00' MIDSPAN MIDSPAN 18.00" 16.00' 1 16.00' 18.00' 801/2' 71 15/16' 50/-50 PSF 0.00' 8.00' 8.00' MIDSPAN MIDSPAN 16.00' 15.00- 84 1/4' 77 1/8' 40/-40 PSF 8.00' 8.00' 8.00' MIDSPAN MIDSPAN 16.00' 15.00' 109' 60' TRIPLE 45/-65 PSF 8.00' 8.00' 8.00' MIDSPAN MIDSPAN FIS.00015.00- 16.00' 16.00- 1091/16' 741/16' 25/-35 PSF 8.00' 8.00' 8.00' MIDSPAN MIDSPAN 16.00' 15.00' 121 1/16' 77 1/16' 45/-45 PSF 8.00' 8.00' 8.00' MIDSPAN MIDSPAN 16.00' I8.00' I. ANCHOR SPACING LISTED ABOVE IS BASED ON MAXIMUM UNIT SIZE AND PRESSURE LISTED. SPACING IS QUALIFIED FOR SMALLER UNITS OR UNITS REQUIRING A LOWER PRESSURES. 2. FOR FRAME INSTALLATION, ANCHOR CLIPS ARE REQUIRED AT THE SILL SPACED AS SHOWN IN CHART. 3. ANCHOR METHODS MAY BE INTERMIXED AS LONG AS ANCHOR SPACING, TYPE, ETC. ADHERES TO REQUIREMENTS LAID OUT IN THIS DOCUMENT (I.E. FRAME INSTALL AT HEAD 6 JAMBS, FIN INSTALL AT SILL) FL 16103.2 5'' FROM J 6', TYP. MIDSYPAN, CORNER, TYP. _ I ' 5' FROMr)v CORNER, TYP. MIDSPAN, TYP. L_ 6' FROM CORNER, TYP. TYPICAL ELEVATION FRAME INSTALLATION 54-1/4' X 77-1/5' UNIT 6' FROM 1_ IDTOPC.,I_ CORNER, TYP. I TYPICAL ELEVATION CLIP INSTALLATION 54-1/4' x 77-1/5' UNIT INSTALLATION ANCHOR, TYP. JSTALLATION 1— AT CLIP, TYP. 6' FROM CORNER, TYP. INSTALLATION ANCHOR AT CLIP, TYP. Ply Gem• L33 N. MAIN ST.. PO BOX 559 ROCKY MOLbrT, VA 2LI5I PH 51.01114-131.1 Fx: 5404IL-6133 W G o Q N 3o > E Q 0] J Z QwJJyDd Z E 2S o F_ a UJ Uw rnZuwQ 0 z N O QN = y > K W w LLIxWw rn 17- iLijQ. 00 m1: IU Lij IZN I DWG *: 0WI- NWF- NQ W198 3 of 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 ZX WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS EXTERIOR FINISH ' BY OTHERS SILICONE SEALANT BY OTHERS O.A. / UNIT HEIGHT EX_ _ 1 1/2' MIN. EMBEDMENT B WOOD SCREW INSTALLATION ANCHOR 3/4' MIN. EDGE DISTANCE 1 1/4' MAX. SHIM SPACE SEE GLAZING DETAILS SHEET 6 INTERIOR g VERTICAL SECTION 4 HEAD- STEEL STUD BRICKMOULD FRAME - FIN INSTALLATION SEE GLAZING DETAILS SHEET 6 EXTERIOR \ INTERIOR O.A. — / UNIT 1 HEIGHT 3 I I 51/4' MAX. T SHIM SPACESHIM BOOQ SILICONE SEALANT BY OTHERS I I/2' MIN. EXTERIOR FINISH EMBEDMENT BY OTHERS 2X WOOD BUCK ---- BY OTHERS CAULK BETWEEN j ' • a 6JCRETE/ MASONRY 2X n •' B WOOD SCREW WOOD BUCK BY OTHERS 3/4' MIN. INSTALLATION ANCHOR CONCRETE/ MASONRY) EDGE DISTANCE BY OTHERS A VERTICAL SECTION 4 SILL - MASONRY/CONCRETE FL 16103.2 BRICKMOULD FRAME - CLIP INSTALLATION CONCRETE/ MASONRY BY OTHERS t plyGem• 3DG MIN. # 8 WOOD SCREW WINDOWS CAULK BETWEEN EDGE DISTANCE INSTALLATION ANCHOR CONCRETE/ MASONRY 6 2X 433 H. MAINOIWOODBUCKBYOTHERS T V Z41 1Ranrnoon. v4 :4i3i 2% WOOD BUCK `a 1 I/2- MIN. BY OTHERS EMBEDMENT PH. 340.414.1344 EXTERIOR FINISH FX. 54P414.1113 BY OTHERS SILICONE SEALANT a c BY OTHERS o or m JO 1/4' MAX. z 2 _ SHIM SPACE o wJ O.A. UNIT \ 3 J r HEIGHT SEE GLAZING w DETAILS SHEET 6 wF u w EXTERIOR INTERIOR z _ o ~ z N pN Q W K C VERTICAL SECTION w W a HEAD - STEEL STUD o BEVELED FRAME - FRAME INSTALLATION w1 SEE GLAZING N F m CO rm F DETAILS SHEET 6 ap N 3 u z p u In EXTERIOR INTERIOR O.A. 1 UNIT 3 HEIGHT 20 B 1/4' MAX. SHIM SPACE DO 3/4' MIN. W EDGE DISTANCE FNW SILICONE SEALANT F- BY OTHERS NQ EXTERIOR FINISH BY OTHERS 2X WOOD BUCK BY OTHERS CAULK BETWEEN. CONCRETE/ k*8 MASONRY 6 2X I I2' MINWOODBUCKBYOTHERSEMBEDMENT CONCRETE/ MASONRY WOOD SCREW BY OTHERS INSTALLATION ANCHOR DWG #: p VERTICAL SECTION P G W 19 8 SILL - STEEL STUD BEVELED FRAME- FIN INSTALLATION SHEET: G4 F V 1 1/2' MIN. EMBEDMENT E WOOD SCREW I/4' MAX. INSTALLATION ANCHOR SHIM SPACE INTERIOR 3/4' MIN. EDGE DISTANCE.' O SEE GLAZING 1 IF DETAILS SHEET 6 CONCRETE/ MASJON RYY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X • 1 WOOD BUCK BY OTHERS ZX WOOD BUCK o BY OTHERS EXTERIOR FINISH ° : EXTERIOR BY OTHERS O.A. UNIT SILICONE SEALANT WIDTH BY OTHERS E HORIZONTAL SECTION 5 JAMB - MASONRY/CONCRETE BRICKMOULD FRAME- FRAME INSTALLATION 1 1/2' MIN. B WOOD SCREW EMBEDMENT INSTALLATION ANCHOR I I/4' MAX. SHIM SPACE 3/4' MIN. EDGE DISTANCE a CONCRETE/ MASONRY__,R' - , BY OTHERS CAULK BETWEEN Y• CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK - BY OTHERS ° EXTERIOR FINISH INTERIOR I o/ BY OTHERS SEE GLAZ EXTERIOR DETAILS SHEE' SILICONE SEALANT 2 0 A. BY OTHERS UNIT WIDTH G HORIZONTAL SECTION JAMB - MASONRY/CONCRETE FL 16103.2 BEVELED FRAME- CUP INSTALLATION SEE GLAZING DETAILS SHEET 6 6 WOOD SCREW INSTALLATION ANCHOR 3/4' EDGE' CONCRETE/ MASONRY DISTANCE BY OTHERS INTERIOR V1 T'• CAULK BETWEEN CONCRETE/ MASONRY 6 2% WOOD BUCK BY OTHERS SEE GLAZING DETAILS SHEET 6 11/2' MIN. EMBEDMENT 2% WOOD BUCK BY OTHERS o EXTERIOR FINISH BY OTHERS EXTERIOR SILICONE SEALANT BY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION 5 JAMB - STEEL STUD BRICKMOULD FRAME - FIN INSTALLATION INTERIOR H HORIZONTAL SECTION 5 INTEGRAL MULLION TYPICAL GLAZING AILS SHEET 6 I_ Ply Gem• 433 N. MAIN ST.. PO BOX 559 ROCKY MOUNT, YA Z4151 m: 51 a 61-6c46 FX: 540494.6583 W PQo 0 o n CO L m J Z 3 wwJy Z0EF O a uwz W 0 W voi g o aV5S 1A > ¢ W W OLL N QC I ILU N 1,: CO CO -j O I':u I0 Z Lij I 0LU1-- EnLUF- InQ PGW198 ET: G OF 6 BILL OF MATERIALS ITEM NO. PART NO. DESCRIPTION MATERIAL MANUFACTURER/NOTES I BRICKMOULD FRAME PVC PLY GEM WINDOWS 2 BEVELED FRAME PVC PLY GEM WINDOWS 3 GLAZING BEAD PVC PLY GEM WINDOWS 4 FRAME COVER PVC PLY GEM WINDOWS 5 BRICKMOULD ANCHOR CLIP PVC PLY GEM WINDOWS 6 BEVELED ANCHOR CLIP PVC PLY GEM WINDOWS 7 BRICKMOULD SILL PVC PLY GEM WINDOWS 8 BEVELED SILL PVC PLY GEM WINDOWS 9 INTEGRAL MULLION PVC PLY GEM WINDOWS 10 MULLION REINFORCEMENT STEEL PLY GEM WINDOWS II FIXED SILL PVC PLY GEM WINDOWS OBRICKMOULD ANCHOR CLIP O BEVELED ANCHOR CLIP PVC PVC 3.136• --{ z 4e11t• 0.282' o.06 0.2820 o.066'--' OMULLION REINFORCEMENT O FIXED SILL 10 STEEL II PVC 0.064' 3• FL 16103.2 OBRICKMOULD FRAME PVC 3.53'--{ T- 3.6e7' 0.06 TYP.. OGLAZING BEAD PVC OBRICKMOULD SILL O BEVELED SILL PVC PVC S. 53' —-I 3.402' --i 3.4I35' 3.56' 1l 0.06 . itI0.065' f TYP. TYP. NOTE. USE OF EITHER BRICKMOULD OR BEVELED FRAME TYPES IS QUALIFIED UNDER THIS APPROVAL TO THE SIZES AND PERFORMANCE LIMITS LISTED HEREIN. f~ 3. 26' —1 1.862'} IT rx:FO.O6' 1L 7/8. O.A. II INSULATED ANNEALED GLASS UNIT EXTERIOR 1/2' MIN. TYP. INTERIOR GLASS BITE DOW 995 SILICONE GLAZING DETAIL 1 FOR USE IN ANY LITE FIXED OR SASH) OBEVELED FRAME f e PlyGem- PVC F WINDOWS ass n nun IT- ro 241 1111ROCKY"M JN IT- VA ¢um PM:ad40:4406a FX: s 0-4 -6663 3.812' w G oN 0.065' i0 aTYP. in m 5 COVER 3 zOFRAME4PVCw 5 a I 2.D06' Z auIxkU w UN 0.06e' ao w o 0 F 9 INTEGRAL MULLIONO N m nW E oPVCw U, Cp 0.06' 7 u w a 3.402• 1= z a N dim15': g rm JLU N Q° o N zi x u i No 5.124--------- 7/8. O.A. INSULATED ANNEALED Cl N EXTERIOR GLASS UNIT W Ena 1/2' MIN. TYP. _J t /7 INTERIOR GLASS BITE COMPRESSION GLAZING TAPE GLAZING DETAIL 2 FOR USE IN SINGLE HUNG DWG #: FIXED LITES ONLY P G W 19 8 SHEET: L OF G 2/14/2018 Florida Building Code Online RF u ' Pr-of6sti-onal,.-g BCIS Home I Log In I User Registration I Hot Topic I Submit Surcharge I Stats & Fads I Publications I FBC Staff I BOS Site Map I Un" I Search I dooddaMANa n Product ApprovalrUSER: Public User tf :-soe•e Product Approval Menu > Product or Application Search > Application List Search Criteria Refine Search Code Version 2017 FL# 16104 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL aearcn tcesuns jAii3tJ11wL1 nro FL# hype Manufacturer Validated By. Status FL16104-R4 Revision Ply Gem Windows National Accreditation & Management Institute Approved Category: Windows 804) 684-5124 istory Subcategory: Fixed Approvea oy uorec. nPPrvvau yr Corn -.,- "-..-- _, -"' -- -- -- - Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: icy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a pubic -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please dick here . Product Approval Accepts: Credt Card Safe SCCLirit% METRIC https:/tfloddabuilding.org/pr/pr-appist-asPx Eff 2/14/2018 Florida Building Code Online Prolessi"o'nal1 M. BCIS Home I Log In I User Registration I Hot Topic I Submit Surcharge I Stats Q Facts I Publications I FBC Staff I BCIS Site Map I Links I Search I Florida PY *- gwP;;,- zR-pub uctApproval Ilic User Product Approval Menu > Product or Application Search > gpptlotion Ust > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method FL16104- R4 Revision 2017 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Ply Gem Windows 433 N. Main St. Rocky Mount, VA 24151 614) 532-3596 luanne. harris@plygem.com Luanne Hams luanne. harris@plygem.com Windows Fixed Certification Mark or Listing National Accreditation & Management Institute Natlonal Accreditation & Management Institute Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2005 AAMA/ WDMA/CSA 101/I.S.2/A440 2008 AAMA/ WDMA/CSA 101/I.S.2/A440 2011 ASTM E1886 2005 ASTM E1996 2009 Method 1 Option A Date Submitted 12/20/2017 https: llfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvyf4ngAXhlOwfMlaS%2bmis69%2bu%2b9HkgEWvjtUoll4FU%2W/%3d%3d 1/3 2/14/2018 Florida Building Code Online Date Validated 12/21/2017 Date Pending FBC Approval Date Approved 12/27/2017 Summary of Products FL # Model, Number or Name Description 16104.1 Ply Gem 1500 Fixed Window, Non -Impact (Alt. Substrates) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16104 R4 C CAC NI011337.02-R2.Ddf Approved for use outside HVHZ: Yes FL16104 R4 C_CAC _NI011337.03-Rl.pdf Impact Resistant: No FL16104 R4 C CAC NI011337-R1.P_ff Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL16104 R4 II PGW177-B.Ddf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL16104 R4 AE EvalReoort-PGW177-B.Ddf Created by Independent Third Party: Yes 16104.2 Ply Gem 1500 Fixed Window, Non -Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16104 R4 C_CAC NI011337.02-R2.Ddf Approved for use outside HVHZ: Yes FL16104 134_C CAC NI011337.03-Rl.odf Impact Resistant: No FL16104 B4_C_CAC NI011337-2l.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL16104_R4 II PGW178 AS TESTED.Ddf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 16104.3 Ply Gem 1500 Fixed Window, Impact (Alt. Substrates) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16104_R4 C CAC NI011337 04-R2 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 11/30/2022 Design Pressure: N/A Installation Instructions Other: Refer to Installation detail for sizes, configurations and FL16104 R4 II PGW179-B.pdf ratings. Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL16104 R4 AE EygLR_ePort-PGW179-B.Ddf Created by Independent Third Party: Yes 16104.4 Ply Gem 1500 Fixed Window, Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL16104 R4 C_CAC_NI011337.04-R2.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 11/30/2022 Design Pressure: N/A Installation Instructions Other: Refer to installation detail for sizes, confguratlons and FL16104 R4 II PGW180 AS TESTED.od ratings. Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 007-2013 State of Florida :: Prtva :: Accessibility Statement :: Refund Statement Under Ronda law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronicmalltothisentity. instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they haveone. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: https:lfloridabuilding.org/pr/pr app_dtl.aspx?param-vGEVXQwtDgvyf4ngAXhlOwfMIaSp/p2bmis69g/o2bug/`2b9HkgEWvjtUoll4FUp/o2fWg/o3d`/`3d 2/3 2/14/2018 Florida Building Code Online Ceedit Card Safe securitvmETntcs' https://floddabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvyf4ngAXhlOwfMlaS%2bmis69%2bu%2b9HkgEWvjtUoll4FU%2fw%3d%3d 3/3 PLY GEM WINDOWS SERIES 1500 FIXED WINDOW (NON -IMPACT) NOTES: I. THIS INSTALLATION HAS BEEN EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE OUTSIDE THE HVHZ, AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES DO NOT EXCEED THE DESIGN PRESSURE RATINGS HEREIN. 2. WHEN USED IN AREAS REQUIRING IMPACT PROTECTION, THIS PRODUCT REQUIRES THE USE OF APPROVED IMPACT PROTECTIVE DEVICES (SHUTTERS). 3. ANCHOR TYPE, SIZE, SPACING, EMBEDMENT, AND EDGE DISTANCE SHALL BE AS SPECIFIED IN THESE DRAWINGS. USE APPROPRIATE ANCHORAGE FROM TABLE I ACCORDING TO SUBSTRATE TYPE. A MINIMUM CENTER -TO -CENTER SPACING OF 3' SHALL BE MAINTAINED BETWEEN ALL INSTALLATION FASTENERS IN ANY DIRECTION. 4. ANCHOR EMBEDMENT TO SUBSTRATE SHALL BE BEYOND WALL DRESSING OR STUCCO. FOR MASONRY OPENINGS WITH WOOD BUCKS LESS THAN 1-1/2' THICK, EMBEDMENT SHALL BE BEYOND WOOD BUCKS, IF USED, AND INTO MASONRY SUBSTRATE. WOOD BUCKS WITH MASONRY ARE OPTIONAL. 5. WOOD, METAL, OR MASONRY OPENINGS, BUCKS, AND BUCK FASTENERS, BY OTHERS, SHALL BE PROPERLY DESIGNED AND INSTALLED BY OTHERS TO TRANSFER SUPERIMPOSED LOADS TO THE STRUCTURE. ADEQUACY OF THE STRUCTURE TO RECEIVED THESE LOADS SHALL BE VERIFIED BY THE CONTRACTOR OR AUTHORITY HAVING JURISDICTION (AHJ). 6. IT IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD OR AS APPROVED BY THE AHJ TO SELECT PLY GEM PRODUCTS TO MEET ALL APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES, OR OTHER SAFETY REQUIREMENTS FOR EACH INSTALLATION. 7. SHIMS ARE REQUIRED WHERE GAPS OF GREATER THAN 1/16' EXIST BETWEEN OPENING AND FRAME. MAX. SHIM STACK IS 1/4'. SHIMS SHALL BE LOAD -BEARING AND CAPABLE OF TRANSFERRING LOADS TO THE SUBSTRATE. 8. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER INFILTRATION RESISTANCE OF THE INSTALLED PRODUCT SHALL BE THE RESPONSIBILITY OF OTHERS USING ASTM E 2112 AND IS NOT ADDRESSED BY THIS DOCUMENT. 9. INSTALLED GLAZING SHALL COMPLY WITH ASTM E 1300. 10. ALL FASTENERS PENETRATING INTO PRESSURE TREATED WOOD SHALL BE CAPABLE OF PREVENTING CORROSION DUE TO REACTION WITH PRESSURE TREATMENT CHEMICALS. ANY DISSIMILAR MATERIALS THAT COME INTO CONTACT SHALL BE PROTECTED TO PREVENT REACTIONS IN ACCORDANCE WITH CODE REQUIREMENTS. 11. A WIND LOAD DURATION FACTOR CD = 1.6 WAS USED FOR THE ANALYSIS OF WOOD SCREWS ONLY, 12. PRODUCTS SHALL BE CONSTRUCTED AS SPECIFIED IN TEST REPORTS NATIONAL CERTIFIED TESTING LABORATORIES 110-15589/90/92/95-1 13. DESIGNATION 'O' IS FOR FIXED PANEL. 14. USE 100% PURE SILICONE CAULK COMPLIANT WITH AAMA 800 SECTION I - SEALANT SPECIFICATIONS FOR USE WITH ARCHITECTURAL FENESTRATION PRODUCTS. 15. USE A BACKER ROD ON ALL JOINTS >3/4' DEEP AND/OR WIDER THAN 1/4'. FINISHED CAULK JOINT SHOULD BE A MINIMUM OF 3/8' DEEP. FL 16104.1 SIZE CHART OVERALL SIZE REQUIREDMAX. GLASS T D.C. DESIGNPRESSURE MISSILE IMPACT RATING WIDTH HEIGHT 96' ANNEALED 55/- M41.5/- 55 PSF NON -IMPACT72' I TEMPERED440/- 45 PSF 120-1/16' S6' TEMPERED65/- 50 PSF TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES Z ELEVATIONS 3 ANCHOR SCHEDULE 4 VERTICAL SECTIONS 6 GLAZING DETAIL 5 1 HORIZONTAL SECTIONS TABLE I: INSTALLATION FASTENERS TABLE LUC85 Tumer 2017-12-20 03:37+19:00 ID SUBSTRATE TYPE ANCHOR TYPE MIN. EMBED. MIN EDGEDSTANCE FIN INSTALLATION A 2X MIN. SPRUCE -PINE -FIR WOOD 8 WOOD SCREW I-I/2' 7/16' G=0.42) 16 GAUGE (0.060') STEEL 36 KSI MIN. 1 *10-16 SELF -DRILLING SCREW IFULL. PLUS 3 7/16' B OR 1/8' ALUM. 6063-TS MIN. EKS/DRIL-FLEX/KWIK-FLEX THREADS MIN. FRAME OR CLIP INSTALLATION C CONCRETE (2 KSI MIN.) 3/16' ITW TAPCON 1-1/2' 1-1/8' D HOLLOW OR GROUT -FILLED CMU 3/16' ITW TAPCON 1' 2' 117 PCF MIN.) E 2X MIN. SOUTHERN PINE WOOD 3/16' ITW TAPCON 1-3/8' 7/8' G=0.55) F 2X MIN. SOUTHERN PINE WOOD 10 WOOD SCREW 1-3/6' 7/8' G=0.55) 16 GAUGE (0.060') STEEL 36 KSI MIN. 10-16 SELF -DRILLING SCREW FULL. PLUS 3 1/2' Q OR 1/8' ALUM. 6063-T5 MIN. 1 TEKS/DRIL-FLEX/KWIK-FLEX THREADS MIN. NOTE: ALL SCREWS AND TAPCONS SHALL HAVE MOD. TRUSS, PAN, OR HEX WASHER HEAD, 0.42' MIN. HEAD OR WASHER DIAMETER FOR FIN ANCHORS, 0.355' MIN. HEAD OR WASHER DIAMETER FOR FRAME ANCHORS. Ply Gem• WINDOWS 433 N. MAIN ST.. PO BOX 559. ROCKY MOUNT, VA 24151 PH: 540-454-6345 FX: 540-484-6683 0 w ^- Q o g P - i o o Z o ZOZ y Q w O 1) wWo w0: u w o o_ U. a NN N? w Wz o rc w r a: wN W w F N c Q r zco c m N Q N o - Y QQZJ j Y Q zuzN J j No 58201 P 0r 9 87AT40 E O zz 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING & CONSULTING, INC. COA 6 29779) 1239 JABARA AVE. NORTH PORT, FL 34288 PH. 941-380-1574 DWG #: PGW177 SHEET: I OF / 6' FROM CORNER, TYP. 3 r INSTALLATION ANCHOR, TYP. FL 16104.1 UNIT MAX. WIDTH SEE SIZE CHART, SHEET I 4' FROM CORNER. TYP. 6-112' O.C. TYP. r 4' FROM CORNER, TYP. f OY LB-1/2' O.C., TYP. yam/ INSTALLATION ANCHOR LAYOUT ANCHOR, TYP. TYPICAL ELEVATION FIN INSTALLATION MAX. O.C., SEE CHART SHEET I ANCHOR LAYOUT FRAME INSTALLATION NOTE - WINDOW WIDTH (W) AND HEIGHT H) ARE INTERCHANGEABLE FOR ALL SIZES SHOWN HEREIN NOT TO EXCEED MAXIMUM TESTED SQUARE FOOT AREA. 6' FROM CORNER, TYP. MAX. O.C., SEE CHART, SHEET I 6' FROM CORNER, TYP. MAX. O.C., SEE CHART, ISHEETI us ANCHOR LAYOUT CLIP INSTALLATION f; Ply Gem• WINDOWS 1.33 N MAIN ST.. PO BOX 559. ROCKY MOUNT. VA 24151 PH: 5LO-494-6348 FX- 540-1.84-6683 I lw . o: ol`QI I I 6' FROM 17-1rl CORNER, TYP. F z a m ti F N rm g 1'; m y za o r N MAX. O.C, SEE CHART, Z"j,' No 58201 SHEET I V. STATE OF X 11'., R. O R 1 Q SS ONA E.•• INSTALLATION ANCHOR AT CLIP, TYP. 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING & CONSULTING, INC. COA # 29779) 1239 JABARA AVE. NOTE: NORTH PORT, FL 34288 USE OF EITHER BRICKMOULD OR BEVELED PH. 941-380-1574 FRAME TYPES IS QUALIFIED UNDER THIS DWG #: APPROVAL TO THE SIZES AND PERFORMANCE LIMITS LISTED HEREIN. P G W 17 SHEET: 2 OF MIN. EMBED. SEE TABLE I, SHEET I INSTALLATION ANCHOR SEE TABLE I, SHEET I SUBSTRATE BY OTHERS PERIMETER MIN EDGE DIST. SILICONE CAUL SEE TABLE I, SHEET I SEE NOTES 14 5 15, SHEETI 1/4' MAX SHIM SPACE F—DETAIL GLAZING SHEET 4 EXTERIORERIOR g VERTICAL SECTION 3 HEAD BRICKMOULD FRAME - FIN INSTALLATION Y SEE GLAZING DETAIL SHEET 4 EXTERIOR / — NITERIOR 1 MIN. EDGE DIST. SEE TABLE I, SHEET I PERIMETER SILICONE CAULK SEE NOTES 14 5 15. SHEET I 7/8' O.A. INSULATED GLASS UNIT TEMPERED OR ANNEALED GLASS, EXTERIOR — \ SEE SHEET 1) 1/2' MIN. TYP. / , NTERIORIGLASSBITE DOW 1199 SILICONE GLAZING DETAIL NOTE: SEE SHEET I FOR REQUIRED GLASS TYPE BASED ON UNIT SIZE. 6/16' MIN. 1/4' MAX. SHIM SPACE PERIMETER SILICONE CAULK SEE NOTES 14EFTSHEETI • • • • • • • I • •••• ••••••• MIN. EMBED. SEE TABLE I, SHEET I SUBSTRATE '.'...'.'.'.:'.'.' BY OTHERS INSTALLATION ANCHOR SEE TABLE I, MIN. EDGE DIST. SHEETI SEE TABLE I, SHEET I q VERTICAL SECTION FL 16104.1 3 SILL BRICKMOULD FRAME - CUP INSTALLATION INSTALLATION ANCHOR SEE TABLE I, SHEET I SUBSTRATE fi- jBY OTHERS MIN. EMBED. 1— SEE TABLE I, SHEET I 1/ 4' MAX. SHIM SPACE u I I GLAZING DETAIL SHEET 4 EXTERIOR INTERIOR C VERTICAL SECTION 3 HEAD BEVELED FRAME - FRAME INSTALLATION v SEE GLAZING DETAIL SHEET 4 EXTERIOR — INTERIOR 1 1/ 4' MAX. r SHIM SPACE PERIMETER SILICONE CAULK I SEE NOTES 14 5 15. SHEET I MIN. EDGE DIST SUBSTRAT ' x SEE TABLE I. BY OTHERS SHEETI INSTALLATION ANCHOR SEE TABLE 1, SHEET I MIN. EMBED. SEE TABLE 1, SHEET I p VERTICAL SECTION 3 SILL BEVELED FRAME - FIN INSTALLATION Ply Gem - WINDOWS433 N. MAIN ST.. PO BOX 559, ROCKY MOUNT, VA 24151 H• 540-454-6345 FX: 540-LIL-6653 H m QQ G o J N N = amJJ 0 IJ o a O z cG Ij X a o K _ z m 0, 0 U. a u° iiH z w N > WK C Z ww o N N I z a N Y Q Q N Z J Y Q uzF pN ENOEN";Gw'i'. No 58201 y tt' STATE OF :'W i` S','c 0 R 10,•p 2• zILI 12/ 19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING h CONSULTING, INC. COA # 29779) 1239 JABARA AVE. NORTH PORT, FL 34288 PH. 941-380-1574 DWG #: PGW177 SHEET: Z OF / MIN. EMBED. SEE TABLE I, SHEET 1 1/4' MAX. MIN. EDGE DIST. SEE TABLE I, SHEET I Ply GemsI/4• MAX. SHIM SPACE SUBSTRATE me SHIM SPACE BY OTHERS INTERIOR INTERIOR INSTALLATION ANCHOR 43 ROCKYN.(MOUNT. VA 2 15150, SEE TABLE L SHEET I PH: 540-454-6342 MIN. EDGE DIST. Fx: 540-464-6613 SEE TABLE I, SHEET I O o 1SEEGLAZINGSEEGLAZING DETAIL SHEET 4 DETAIL SHEET 4 G 6 MIN. EMBED. o SEE TABLE I, SHEET I o SUBSTRATE m J JBYOTHERS INSTALLATION ANCHOR SEE TABLE I, SHEET I o 0 o y EXTERIOR EXTERIOR N KPERIMETERSILICONECAULK c SEE NOTES 14 6 15. SHEET I aL ,,, ZPERIMETER m CAULK SECTION HORIZONTAL SECTION oR o a SEE NOTES ILLS 5,, SHEET E HORIZONTAL F NZ N ZO7 yLu4IAMBJAMB4Nwo 9RICKMOULD FRAME - FRAME INSTALLATION BRICKMOULD FRAME -FIN INSTALLATION wz ow zo wN n p Q MIN. EMBED. SEE TABLE 1, SHEET I MIN. EMBED. F Z a m SEE TABLE I, SHEET I II I/4' MAX. SHIM SPACE 1/4' MAX. F o Z g m F SHIM SPACE o ' 3 u Z r• :. SUBSTRATE s, MIN. EDGE BY OTHERSSHEETSEETABLED(! I INTERIOR 5/16' MIN. N INTERIOR INSTALLATION ANCHOR LgOREIV G E NBF•.; SEE TABLE I, SHEET I No 58201:9 a= SEE GLAZING SEE GLAZING 4 a', STATE OF : W SUBSTRATE DETAIL SHEET 4 DETAIL SHEET 5( BY OTHERS MIN. EDGE DIST. W/A SEE TABLE I, SHEET I 12/1 INSTALLATION ANCHOR TURNERLUCASA. TURNER, P.E. SEE TABLE I, SHEET I FL PE 1 58201 o TURNER ENGINEERING h CONSULTING, INC. EXTERIOR EXTERIOR COA A 29779) PERIMETER SILICONE CAULK 1239 JABARA AVE. SEE NOTES 14 5 15. SHEET I 34288NORTHPORTPERIMETERSILICONECAULK80L SEE NOTES 14 B 15. SHEET I HORIZONTAL SECTION HORIZONTAL SECTION DWG S: 04D JAMB 4 JAMB P G W 17 7 BEVELED FRAME - CLIP INSTALLATION BEVELED FRAME - FRAME INSTALLATION SHEET: / OF / FL 16104.1 PLY GEM WINDOWS SERIES 1500 FIXED WINDOW (NON -IMPACT) AS TESTED INSTALLATION NOTES: I. ONE (1) INSTALLATION ANCHOR IS 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 OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 31/2 INCH 0 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 SHIMS) MAXIMUM ALLOWABLE SHIM STACK TO BE 1/41NCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIMS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5. FOR INSTALLATION INTO WOOD FRAMING USE N6 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1 1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. b. 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. 6. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55. FL 16104.2 GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE (FBC). EXCLUDING HVHZ. 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. IX AND ZX 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 IN NON-HVHZ AREAS. 5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7. GLASS MEETS THE REOUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 4 FOR GLAZING DETAIL. OVERALL SIZE REQUIRED GLASS TYPE MAX. DESIGN PRESSURE MISSILE IMPACT RATINGWIDTHHEIGHT ANNEALED 55/- 55 PSF NON -IMPACT72' 06' TEMPERED i40/- 45 PSF 120-I/16' S6' TEMPERED 41.5/. 50 PSF l TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 5 GENERAL NOTES 2 ELEVATIONS 3 ANCHOR LAYOUTS 4 VERTICAL SECTIONS 6 GLAZING DETAIL 5 HORIZONTAL SECTIONS PlyGem•1 WINDOWS 433 N. MAIN ST.. PO BOX 559 ROCKY MOUNT. VA 24151 PH: 5L0-464-6346 FX: 540.464-6613 1 HN-11 N 0 0 zZ 3 ) O d1w o: li o 0 U tq- N4O Z F cn N o Q w W Q W K 0 LL y w w F a 0I 15' og 1`m I V) I PGW178 SHEET: I OF C 5 Ply Gem - WINDOWS 1.33 N. MAIN ST.. PO BOX 559 ROCKY MOUNT. VA 24151 PH: 540-LA4-634E FX: 540-4 4-663.5 o W - - O P a O O UNIT MAX. 0' L. 0, - WIDTH 72' r E UNIT MAX. D.L.O MAX. m J WIDTH 67}' WIDTH 120' B C D.L.O MAX. 4 4 00 o z wX_ OuJ N w W GWG u UNIT MAX. o Z+ Z 1mi HEIGHT $— 0. PP N N o96' Fx K cFZ UNI w w HE '0 5 H a w a D.L.O. MAX. HEIGHT z a m Q ' W m m J N o" g Z C1 u rn L 4 I`p"J TYPICAL ELEVATION 120-1/16' x 56' UNIT A D 4 L TYPICAL ELEVATION 72' x 96' UNIT 0 Na DWG #: PGW178 FL 16104.2 SHEET: 2 OF C WIDTH us• B MAX. PFD.L.O.MA%T 4' FROM 7- D.C., CORNER, TYP. r TYP, ANCHOR LAYOUT FIN INSTALLATION 120-1/16' x 56' UNIT 4' FRM Ply Gem• CORNEROTYP. WINDOWS 455 N. MAIN ST.. PO BOX 559 ROCKY MOUNT, VA 24151 PH. 540-484-6348 FX: 540-4 4-6603 7' O C., W q O O ILIo TYP. a INSTALLATION ANCHOR, TYP. 5' FROM r 18' O.C., TYP . r 6 'FROM1 IB' D.C., TYP. 6' FROM CORNER, TYPCORNER, TYP. CORNER, TYP. I m T 1 21- O.C., TYP. 16- O.C., TYP. INSTALLATION ANCHOR, TYP. ANCHOR LAYOUT 6' FROM CORNER, TYP. ANCHOR LAYOUT FRAME INSTALLATION CLIP INSTALLATION INSTALLATION ANCHOR AT CLIP, TYP. 120-1/16' x 56' UNIT 120-1/16' x 56' UNIT W) —t-- T ( H) W) L (H) NOTE, WINDOW WIDTH (W) AND HEIGHT H) ARE INTERCHANGEABLE FOR ALL SIZES SHOWN HEREIN NOT TO EXCEE MAXIMUM TESTED SQUARE FOOT ARE . NOTE: USE OF EITHER BRICKMOULD OR BEVELED FRAME TYPES IS QUALIFIED UNDER THIS APPROVAL TO THE SIZES AND PERFORMANCE LIMITS LISTED HEREIN. SERIES 1500 FIXED WINDOW - ANCHOR SCHEDULE UNIT SIZE DESIGN PRESSURE INSTALLATION TYPE B ANCHOR SPACING WIDTH HEIGHT FIN FRAME CLIP HEAD I JAMB I SILL HEAD JAMB SILL HEAD JAMB SILL 48-1/0' 96' 55 PSF 7.00' 7.00' 7.00' 15.00' 21.00' NONE 18.00- 16.00- 18.00' 72' 96' 40 / -45 PSF 7.00' 7.00' 7.00' 18.00' 21.00' 18.00" 18.00' 16.00' 18.00' L120-I/16' 56' 45 /-50 PSF 7.00' 7.00' 7.00' 18.00' 21.00' 15.00" I8.00' 16.00' 18.00' I. ANCHOR SPACING LISTED ABOVE IS BASED ON MAXIMUM UNIT SIZE AND PRESSURE LISTED. SPACING IS QUALIFIED FOR SMALLER UNITS OR UNITS REQUIRING A LOWER PRESSURES. 2. FOR FRAME INSTALLATION NO ANCHORS ARE REQUIRED AT THE SILL FOR UNITS 48-1/8' WIDE OR LESS. FOR UNITS EXCEEDING 4B-I/8' IN WIDTH ANCHORS ARE REQUIRED AT THE SILL. 3. ANCHOR METHODS MAY BE INTERMIXED AS LONG AS ANCHOR SPACING, TYPE, ETC. ADHERES TO REQUIREMENTS LAID OUT IN THIS DOCUMENT (I.E. FRAME INSTALL AT HEAD B JAMBS, FIN INSTALL AT SILL) 4. SEE SHEET I FOR REQUIRED GLASS TYPE PER UNIT SIZE. IO N ID 15' U Imco N I N V) UWb 9: PGW178 SHEET: z OF C CONCRETE/ MASONRY BY OTHERS 1 1/2' MIN. CONCRETE/ MASONRY BY OTHERS PIS/ em EMBEDMENT CAULK BETWEEN 3/4' MIN. EDGE DISTANCE WOOD SCREW WINDOWS CAULK BETWEEN E WOOD SCREW CONCRETE/ MASONRY 6 2X ININSTALLATION CONCRETE/ MASONRY 6 2X INSTALLATION ANCHOR WOOD BUCK BY OTHERS ANCHOR 433 N. MAIN ST.. PO BOX 559 WOOD BUCK BY OTHERS a, 2X WOOD BUCK I I/2' MIN. ROCKY MOUNT, VA 2LI51 2X WOOD BUCK BY OTHERS a • , EMBEDMENT pH. SLD-4 L-63L6 BY OTHERS 3/4' MIN. EXTERIOR FINISH FX. 540-484-6653 EXTERIOR FINISH EDGE DISTANCE BY OTHERS BY OTHERS 2 t SILICONE SEALANT SILICONE SEALANT Lu C o ao BY OTHERS BY OTHERS o 0 SHIM PACE L 1/4' MAX. SHIM SPACE o J zqq I I O.A. O J UNIT HEIGHT UNIT 1 Z e 3 o d 0 SEE GLAZING HEIGHT SEE GLAZING o N DETAIL SHEET 4 DETAIL SHEET 4 w F x w I U EXTERIOR INTERIOR 7/E'O.A.INSULATED GLASS UNIT EXTERIOR INTERIOR u= o o m TEMPERED OR F o Z aANNEALEDGLASS) y w y o EXTERIOR v w to g VERTICAL SECTION\\ C VERTICAL SECTION N W w HEAD-ZX WOOD BUCK HEAD -ZX WOOD BUCK x N o BRICKMOULD FRAME - FIN INSTALLATION 1/2' MIN. TYP. BEVELED FRAME - FRAME INSTALLATION INTERIOR wlGLASSBITEF z Q m DOW 995 SEE GLAZING SILICONE GLAZING DETAIL SEE GLAZING w `" a N m m J yzgC DETAIL SHEET 4 DETAIL SHEET 4 0_ r c' u u zy EXTERIOR INTERIOR SHEET I FOR REQUIRED EXTERIOR INTERIOR GLASS TYPE BASED ON UNIT UNIT SIZE. O.A. HEIGHT 1 HEIGHT 1/4' MAX. SHIM SPACE I/L' MAX. SHIM SPACE 1/4' MIN. O HI EDGE DIST. SILICONE SEALANT SILICONE SEALANT BY OTHERS I I/2' MIN. BY OTHERS EXTERIOR FINISH EMBEDMENT EXTERIOR FINISH BY OTHERS ZX WOOD BUCK BY OTHERS CAULK BETWEEN °•' CONCRETE/ MASONRY 6 2X a #B WOOD SCREW WOOD BUCK BY OTHERS 3/4' MIN. INSTALLATION ANCHOR CONCRETE/ MASONRY EDGE DISTANCE BY OTHERS AVERTICAL SECTION n FL 16104.2 SILL - ZX WOOD BUCK BRICKMOULD FRAME -CLIP INSTALLATION BY OTHERS ZX WOOD BUCK BY OTHERS #B WOOD SCREW CAULK BETWEENF7,41,•` INSTALLATION ANCHOR CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS. CONCRETE/ MASONRY EMBEDMENT BY OTHERS p VERTICAL SECTION 4 SILL-2X WOOD BUCK ' BEVELED FRAME - FIN INSTALLATION DWG #: PGW178 SHEET: 4 OF C I I/2' MIN. 3/4' MIN. 08 WOOD SCREW INSTALLATION ANCHOREDGEDISTANCE EMBEDMENT 8 WOOD SCREW 1/4' MAX. 1/4' MAX. CONCRETE/ MASONRY I P Gem• WINDOWSINSTALLATIONANCHORSHIMSPACESHIMSPACEBYOTHERS INTERIOR INTERIOR T CAULK BETWEEN 1.33 N. MAIN 5T.• PO BOX 559 CONCRETE/ MASONRY 6 2X ROCKY nouNT, VA 24151 WOOD BUCK BY OTHERS 3/4' MIN. PH: 540-454-6348 EDGE DISTANCE.' Fx: 54a4e4-66e3 SEE GLAZING SEE GLAZING '.'• DETAIL SHEET 4 DETAIL SHEET 4 1 1/2' MIN. a 0, a0 a -EMBEDMENT p o, o CONCRETE/ MASONRY f d, y x BY OTHERS m J j CAULK BETWEEN a 2% WOOD BUCK CONCRETE/ MASONRY IS 2X BY OTHERS WOOD BUCK BY OTHERS 2X WOOD BUCK EXTERIOR FINISH OTHERS 3: o F Z n zoBYOTHERSBYy EXTERIOR FINISH o • EXTERIOR EXTERIOR a d BY OTHERS SILICONE SEALANT LuK w w BY OTHERS wix O.A. O.A. H o u SILICONE SEALANT UNIT WIDTH UNIT WIDTH _ o oinx zo U- oBYOTHERSw E HORIZONTAL SECTION F HORIZONTAL SECTION W N w w 5 JAMB - 2X WOOD BUCK C JAMB - 2X WOOD BUCK 2 c BRICKMOULD FRAME -FRAME INSTALLATION BRICKMOULD FRAME - FIN INSTALLATION W in oa 1 1/2' MIN. 1 I/2' MIN. o a m B WOOD SCREW EMBEDMENT EMBEDMENT 08 WOOD SCREW 1- z w `, m m J yINSTALLATIONANCHORI/4' MAX. INSTALLATION ANCHORI/4' MAX.cc; SHIM SPACE HuSHIMSPACECONCRETE/ MASONRY c i Z BY OTHERS o u N 3/ 4' MIN. EDGE DISTANCE INTERIOR INTERIOR CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK 7.O vBY OTHERS SEE GLAZING SEE GLAZING 1 CONCRETE/ MASONRY J' , DETAIL SHEET 4 DETAIL SHEET 4 V T BY OTHERS 3/ 4' MIN. CAULK BETWEEN ~ • EDGE DISTANCE V) CONCRETE/ MASONRY B 2X WOOD BUCK BY OTHERS ..• 2X WOOD BUCK i I Q BY OTHERS I EXTERIOR FINISH ~. EXTERIOR FINISH BY OTHERS BY OTHERS EXTERIOR EXTERIOR SILICONE SEALANT 2 O.A. O.A. SILICONE SEALANT BY OTHERS UNIT UNIT BY OTHERS WIDTH WIDTH DWG #: G HORIZONTAL SECTION H HORIZONTAL SECTION P G W 17 8 JAMB - 2X WOOD BUCK JAMB - ZX WOOD BUCK BEVELED FRAME- FRAME INSTALLATION SHEET: OF 5 FL16104.2 BEVELED FRAME -CLIP INSTALLATION 5 2/14/2018 Florida Building Code Online idhal 1.! BCIS Home Log In I User Registration I Hot Topics I Submit Surcharge I Stats S Facts I Publications FBC Staff 8CIS Site Map I Unks I Search b a ar Product Approval @ USER: Public User Product Approval Menu > Product or Application Search > Application List Search Criteria Refine Search Code Version 2017 FL# 16118 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL FFL# Type Manufacturer Validated By Status FL16118- R3 Revision Ply Gem Windows Locke Bowden Approved History Category: Windows 334) 300-1800 Subcategory: Mullions Approveu uy morn. npp—w ur w- „o„ ..- _r _.- . __ --_, _. Contact Us :: 2e01 Blair Stone Road Tallahassee FL 32392 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: OEM' ® Credit Card Safe https:// flofdabuilding.org/pr/pr app_lst.aspx 1/ 1 2/14/2018 Florida Building Code Online Prof 1 1 BQS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats a Facts I Publications I FBC Staff I BaS site Map I [inks I search Florida 10—%do 'A; " Product Approval 0 USER: Public User t•.a^-rtd -c irts sr lr Product Menu > Product or Aoollo[lon Search > Application List > Application Detail FL # FL16118-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived - Product Manufacturer Ply Gem Windows Address/Phone/Email 433 N. Main St. Rocky Mount, VA 24151 614)532-3596 luanne.harris@plygem.com Authorized Signature Luanne Harris luanne.harris@plygem.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Hermes F. Norero P.E. Evaluation Report Florida License PE-73778 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Locke Bowden 7-• Validation Checklist - Hardcopy Recelved Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL16118 R3 COI EtyGem COI.odf 1709. 8 Product Approval Method Method 2 Option B https: l/ryoddabuilding.org/prlpr app_dti.aspx?param=wGEVXQwtDgvyf4ngAXhlOyQOemzR2JWDTjgpLsYuOSUObhuAFGR6Tg%3d%3d 1/2 2/14/2018 Florida Building Code Online Date Submitted 10/17/2017 Date Validated 10/20/2017 Date Pending FBC Approval 10/24/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 16118.1 Ply Gem 1500 Mullion (Brlckmould Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16 1 _R3 II PGW189.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. FL P.E. No. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. Please refer to installation instructions, PGW189, and FL16118 3_AE_PER5112.Dd evaluation report, PER 3142, for further limitations of use. Created by Independent Third Party: Yes 16118.2 Ply Gem 1500 Mullion (Beveled Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16118 R3 II PGW190.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero FL P.E. No. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Please refer to installation instructions, PGW190, and FL16118 R3 AE PER5113.D_df evaluation report, PER 3143, for further limitations of use. Created by Independent Third Party: Yes 16118.3 Ply Gem 1500 Tube Mullion (Brickmould Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16118 R3 II PGW203.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. FL P.E. No. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Please refer to installation instructions, PGW203, and FL16118 R3 AE PER5114.Ddf evaluation report, PER 3144, for further limitations of use. Created by Independent Third Party: Yes 16118.4 Ply Gem 1500 Tube Mullion (Beveled Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16118 R3 II PGW204.Ddf Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. FL P.E. No. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Please refer to installation instructions, PGW204, and FL16118 R3 AE PER5115.Ddf evaluation report, PER 3145, for further limitations of use. Created by Independent Third Party: Yes Back Neut Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Credit Card Safe https://floddabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvyf4ngAXhl OyQOemzR2JWDTjgpLsYuOSUObhuAFGR6Tgg/g3da/g3d 2/2 Florida Building Code Online Page 1 of 1 NEMWi is e u`•tua,:r; .= x3 zt,;x_•^.,;f =.•ram:.F ' _.:r r;: P s ness o esSrona(R.. ulat og.= ". o R:_ r poO L s.!t= r n'aarrr4= Product Approval USER: Public user Product Approval Menu > Product or Aponuzdon Seardr > Application List Search Criteria Refine Search Code Version 2014 FL# 12194 Application Type ALL Product Manufacturer AL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results s ucauons Type Manufacturer Validated By Status FL12194-R5 Revision category: inumCoils, Inc. o00cke enApprovedHistory Subcategory: Soffits orr — 11r the CorradOW If necessary. Approved by DBPR. Approvals by DBPR sfna0 be 007- 2013 Stne of Florida.:: gi ct t..nent :: AgMS5 h0lty gg trmen[ :: Refund Statement The State of Fbrida Is an AN = employer. - --- Under Fbrida law, mull addresses are public records V you do rot want your e-mzn address released in response to a public -records n-0uai, do not send electronicmalltothisentity. Instead, contact the oflt a by phone or by traditional rtu0. if you have any Questions, please cordact850.48wbh an .mall ddres If Section 453. 275(1), Florida Rsh tee, dfrctive Ontto ctober 1. 201Z 0c licensed unnder Chapter 455, F.S. cast provide the Departmerd they haveone. The ernalls provided nay be used for official communication with the ke sew However nsna0 addresses are public record. If you do not wish to supply a personal address, please pie the Deparbnent with an epiu addresswhich w nbe h available to the public To detamine if you are a iiuertsee under Product Approve! Aarpt= a a ccuritywi'xtcs r nra/ nr/nr ann Igt.aSDX 11/29/2017 Florida Building -Code Online Page 1 of 2 Search am Home ;hie In user Rephstratlon I Hot Topha i SubmR Surcharge I Sdts a Fads I hvboonons I FBc Shan` I BaS Shhe Map I unhcs I i Haida o r Product Approval USER: ftwc User Sh a K+ or Appricarbn Seardr > AoWhOUon lJst > Appli atlon DetanPr9du^_ AoormAl Menu > Proc FL # FL12194-11.5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Aluminum Coils, Inc Address/Phone/Emall 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcollslnccom Authorized Signature Gareth Rahman grahman@aiuminumcolisinc.com Technical Representative Paul Frost Address/Phone/Emall 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinccom Quality Assurance Representative Address/Phone/Emall Category Panel Walls Subcategory Sow Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer f_I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden 0 Validation Checklist - Hardcopy Received Certificate of Independence Fh 2194 RS COI ALC15001 2 Evaluation Report 2014 FBC 04 T4 Soffits - FINALDdf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code r nnn AH 2crnr?nar;;m=WGEVX0wtD4uk... 11/29/2017 Florida Building Code Online Page 2of2 Product Approval Method Method 1 Option D Date Submitted 06/14/2017 Date Validated 06/14/2017 Date Pending FBC Approval 06/19/2017 Date Approved 08/08/2017 Date Revised 09/06/2017 Summary of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions FL12194 R5 II ALC15001 2 Evaluation Reoort 2014 FBCApprovedforuseinHVHZ: No 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: Yes Verified By: Zachary R. Priest PE-74021ImpactResistantN/A Design Pressure: +80/-90 Created by Independent Third Party: Yes Other. See Evaluation Report for limits of use. Evaluation FL12194R5 AE ALC15001 2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Fade The State of Rortda Is an AA>ff0 employer. Caovftht 2D07-2013 State of Florida.:: bb2 S11temerd Under FMrida taw, emmB addresses are public records If you do not want your e-marl address released In response to a pubic -records request, do not sendeledmicmailtothisentity. instead, contact the ofnm by phi or by traditional mall. If you have any questions, please contact B50.487.InS. 'Pursuant toZ75(1), Ronda Statustatutes,elfedlve October 1, 2012, Boensees licensed under chapter 4S5, F.S. rwst provide the Departrnerit with an email address ifSection455theyhaveone. The emaBs provided may be used for oftir communication with the kersee However email addresses are public record. V you do not wish fn supply a personal address, please provide the Departrnad with a;sd;dr whichcan n made available to the public To determine If you are a licensee under Product Approval Accepts: securil\'UETRICI t_L&-... / y,., —&t flr,r-ir1=hililriino nro/nr/nr aDD dtl.asox?Daram=wGEVXQwtDquk... 11 /29/2017 S. FF, r— CR"K TECHNICAL SERVICES, LLC Certificate of Authorization No. .9824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer. ALUMINIUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminum coilsinc.00m 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 Entitv Report No. Standard Year CertifiedLaboratoriesTesting (fST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (ST1577) CTLA 2076W AAtidA 1402 1986 PRI Construction Materials Techndogies (fST5878) ACD(-008-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (rST'587S) ACIX-003-02-02 AAMA 4402 1996 LtmrrA3ioNs 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 1710.92 and 1710.9.3. 4. Installation of the evaluated products shall oomply with this report. the FBC. and the manufacturer's published applicafion insl ucdons. 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 12032 6. Feld fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall ba reviewed by a qualified design ptofessiorial to ensure the fastener withdrawal meets of 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 co mpi'rance with Rule 61 C20-3. PRODUCT DESCRIPTIONS 3X' F-Channel Preformed norKmal 0.0164nch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.0164nch thick, 3105 H-14 aluminum J{;hannel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.0194nch thick, 3105 H-14 aluminum fascia. See Appencli x D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK ' Technical Services, LLC of any product changes or quaft assurance changes thmilghout the duration for which this report is valid. Ttus evaluation report does not express nor imply warra*, Installation recommended use, or other product athtbu that are not speeiicady addressed herein. J ALUMINUM COILS, INC ILC CRE Soffits TECHNICAL SERVICES, " C PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.01354nch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in2Pin.ft for the 'full vent configuration and 11.1 in2/Iln.ft and for the 'center vent configuration. See Appendix D for dimension drawings. 6' Rat VE:r , r Cam VENT ICMUD 12" T4 Soffit Preformed nominal 0.01354nch qkK 3105 1-1=14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in Ain.ft for the Pull vent configuration and 42 M2/11n.ft for the 'center vent configuration. See Appendix D for dimension drawings. At Ci50D1 FL12194-R3 Page 2 of 3 This evaluation report is provided for Stafe•of Florida product approM under Rule 61 G20-1 The manufaohirer shall notify CREEK TechnicalServices, LLC of any product garages or quality assurance changes throughout the duration for which this report Is valid. Thisevaluationreportdoes.not express ndr imply warranty, instaltation, reoommended use, or other product attributes that are not speciftcaW addressed hetern CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R Priest, RE have demonstrated compliance with the Florida BuildingCode5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tuurrrr P'i EN No 74021 STATE OF p'. '4u ONAU O%'' CERTIFICATION OF INDEPENDENCE r_• 2015.08.27 07:05:00 04'001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company rhanufacturmg 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 diistrbuting products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other enfiiLy involved in the approval process of the product APPENDICES 1) APPENDIX A —Approved Systems (T pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension DrdMngs (4 pages) ALC15001 FL12194-R3 3of3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufachirer shawl nomy UK=& Teclurpcal Services, LLC.of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does ndt express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC ADDunVFn SVRTFMR ALUMINUM COILS, INC Sofflts 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 I-IMITATIONB and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLArioN section of this report fbr 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 SP'F (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 areas follows: a. 12" T4 Soffit— 12-Incho.c. Fastener Fastener LacQtion LacQtion b. 12" T4 Soffit — 4-Inch o.c. Fastener Fastener Fastener Fastener Loc lion I Lac tlon Loc tion Loo tl'on ALC16001 c. 16" Q4 Soffit— 16-Inch o.c. Fastener Fastener Lo flan Loc$tlon 1 FL12194-R3 Page 1 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREBK'Technlcal 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 spedlficaily addressed herein. CREEK . TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.o. Fastener Fastener Fastener. Lor tion Lac$tlon Lac tlon ALUMINUM COILS, INC Soffits Approved. -Sstem•Nu rTl bers-and Definitions Approved Systems for 12-Inch Overhang with F-Channel 12J-# A 22roved S st ms for 12rInch Overhang with J-Channel Iftu Approved Systems for 16-Inch Overhang with P- hannel 16ij Approved Systems for 16- nbh Overhang with J-Channe Approved Systems for 24-Inch Overhang with F-Channel Approved Systems for 24-Inch Overhan with J-Channel'- Appendix A Approved Systems for 12-Inch overhang with F-Channel Wall Connection Eave Connection System Panel I MDP Substrate F- Channel Substrate Panel Attachment Fascia Cap Attechmerit No. Width psfl Attachment One ( 1) min. 3/8-Inch head dia. nail, One (I min. 318•x 3/8-Inch One (1) min. 1 3l4-Inch long x 0. 072,Inch dia. x min. 3/1'8- 12F- 1 Max' Wood min. 1.26=Inch embedment spaced Wood crown staple spaoed 16-Inch Inch head dia. trim nail 40. 0 1 24-Inoh o.c. o•o• spaced 36-Inch o.c. Three 3 min. 3/4-Inch x 1/4-Inch One (1) min 314-Inch x 1/4-Inch One (1) h dien, I 3/min. 1 long x 0. 072-Inch dia, x min. 1/4-Inch 48• 12F- 2 Max.() 184nch Wood crown staples In diamond pattern Wood crown staple spaced 8-Inch o.c, head dia. trip Hall spaced 48- 64.2 spaced 24-Inch o.c. and securing each panel lap Inch o.c. Max. One (1)14 ga. 6/8-Inch long T nali One ( 1) min 3/4-Inch x 1/44noh One (1) min. 1 3/4-Inch long x 0.072-Inch die, x min. 1/4-Inch 48 12F- 3 16-Inch Masonry Masonspaced 8-Inch o.c, Wood crown staple spaced B-Inch o.c. wand securing each panel lap head die. trip nall spaced 48- 64.2 Inch o.c. ALC16001 PL121.94-R3 Page 2 of 7 This evaluation report Is provided for State of Florida product approval under Rule BIG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assuranoe changes throughout the dUratlbn 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 spe0lflcally oddtefted herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP Psf) No. Width Substrate Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Three (3) min. 3/4- Inch x 1/4-Inch crown, One (1) min. #e x 1/2-Inch long,x 3/8-Inch head diameter One (1) min 3/4-Inch x One (1) min. 1 3/4-Inch long x 0.072-Inch din. x min. 1/4-Inch 48 12JA 18 nch Woo staples In diamond screw spaced 16-Inch o.c. Wood 1spaced 8-Inch oInchcrownstaple spaced head dla. trip nall spaced 48- 64.2 pattern spaced 24- connecting soffit to J-channel Indh o.c. Inch o.c. Approved Systems for 16-Inch overhang with. F-Channel Wall Connection Eave Connection System Panel' MDP psf) No. Width Substrate F-Chennel Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1)18 ga. 1/4-Inch crown x One (1) min, 1.7&lnch x diameter0ing18F-1 Max. Mason One (1)14 ga. 6/8-Inch long T nall spaced max. 8-Inch o.c. Wood 1-Inch leg staples spaced max 4-Inch o.c. and securing each finishing Hell with min. 3/16- nail t53.3 12-Inoh panel lap Inch head spaced 12-Inch o.c. Three (3) 16 ga.1'14-Inch crown x 1- One (1) 18 ga. 114-Inch crown x 1-Indh leg slaples spaced max. One (1) min.'1.75-Inch x 0.072-Inch diameter 16I7 -2 Max' 1 Max' Wood Inch leg staples in diamond pattern Wood 4 Inch o.c. and securing each4-Inch finishing nail with min. 3/16- Inch head spaced 53.3 spaced o.o. panel lap 12-Inch o.c. One 1 3l8-inchhead dla. nail, min. One (1) min 3/8-Inch x 3/8-Inch longOne (1) min. 1 die. x 0.072 Inch dla. x min. 16F-3 Max. Wood 1.25-Inch embedment spaced 24- Wood crown staple spaced 16-Inch 3/16-Indh head din. trim nail 25.6 164nch- Inch o.c. O.C. spaced 36-Inch o.c. Ohe (1) min. 1 3/4-inch long Max. InchThree (E) min. 3/4-Inch x 114 Inch One (1) min 3/4-Inch x 1/4-Inch x 0.072-Inch dla. x min. 1/4- 27 16F-4 16-Inch Wood d patterncrownstaplesInnd- Wood crown staple spaced B-inch o c. Inch head dla. trip nail spaced 24-InchP spaced 484nch o.c. ALC16001 FL12194-R3 Page 3 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product httrIbutea that are not spebiftcally 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 Psf) No. Width Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 fie. 1/4-Inch.crown x One (1) min. 1.76-Inch x fldiameter 18F- 6 Max. Masonry One ( 1)14 ga. 5/8-Inch long T mall spaced B-Inch o.c. Wood 1-Inoh leg staples spaced 4- Inch o.c. and securing each mall with min. 3/16- ngmallfinishingt43,3 164noh panel lap Inch head spaced 16- Inch o.c. Three ( 3)18 go. 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. Max. wood Inch leg staples In diamond pattern Wood 1-Inch leg staples spaced 4- Inch oend securing each finishing mall with min. 3/16- 43.3 1 spaced 16-Inch o.c. le panel lap Inch head spaced 16-Inch o.c. Approved Systems for 16-Inch overhang with J=Channel Well Connection Eave Connection System Panel MD'P J-Channel Fascia Cap No. Width iPsfl Substrate Attachment Substrate Panel Attachment Attachment One (1) min. 1 3/4-Inch Max.. Three ( 3) min. 3/4-Inch x 1/4-Inch One (1) min 3/4-Inch x 1/4-Inch long x 0.072-Inch x 5 16J-1 16-Inch Wood crown staples In diamond pattern Wood crown staple spaced B-Inch o,c, die. min. 1/Inch head dlatrip 31.4 31 P aced24- Inch o.c.. 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 61020-3. The manufacturer shell notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the dUrettbn 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 spedindaliy addressed herein. CREEK TECHNICAL. SERVICES, LLG ALUMINUM COILS, INC Soffits Appendix A A proved Systems for 24-Inch overhang with F-Channel Well Connection Center Connection Eave Connection System Panel MDP No. Width psfl Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 gaA/4-Inch Nominal 1x2 crown x 1-Inch leg Three (3)'16 ga.1/4- No.2 SYP anchored to ateples spaced 12-Inch o.c. securing One (1) 18 go. 1/4- One•(1) min. 1.75-Inch x 24F-1 Max.rafter Wood Inch crown x 1-Inch leg staples In with one each panel lap Wood Inch crown x1-Inch 0.072-Inch diameter finishing nail with min. 801-90 12-Inch diamond pattern n min. 2.26- IInch x 7d ring One (1) min. 1.76-Inch Inch oclegstaplesspaced8- 3116-Inch head spaced spaced 16-Inch o.c. shank Hell x 0.072-Inch diameter 12-Inch o.c. 24-Inch o.c. finishing nail with min. 3/16-Inch head spaced 4-Mch o.c. One (1) 18 ge.1/4-Inch crown x 1-Inch leg Nominal 1x2 staples spaced Ong (1) min. 1.6- No.ZSYP 12=Inch o.c. securing One (1) 18 4- One (i) min. 1.76-Inch x 24F-2 Max. Wood Inch x 11 go. smooth shank anchored to rafter with one each panel lap Wood InchInchcrownx1-In leg staples spaced 8- 0.072-Inch diameter flnlshing nall with min. 80/ 76.612-Inch roofing nail spaced 1)7d x 2.25- One (1) min. 1.75-Inch Inch o.c. 3116-Inch head spaced 16-Inch o.c. Inch ring shank x 0.072-Inch diameter 12-Inch o.c. nab 24-Inch o.c. finishing nali 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 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. 6/8- anchored to each panel lap Inch crown x 1-Inch 0.0 2-Inch diameterj 80/ 24F-3 12-Inch Masonry Inch long T nail spaced 8-Inch o.c. tafter with one 1) 7d x2.26- One (1) min. 1.75-Inch Wood leg staples spaced 8 flnlshing nall with min. 3/1.8-Inch heed spaced 76.6 Inch ring shank x 0.072-Inch diameter Inch o.c. 12-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-Inch head spaced 4-Inch o.c. ALC16001 FL12194-R3 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shell notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the dUratlon for which this report Is valid. This eveluaflon report does not express nor Imply warranty,. Installation, recommended use, or other product attributes that are not spebincally addressed herein. CREEK TECHNICAL SERVICES, LLC• ALUMINUM COILS, INC Soffits Appendix A Approved Systems fbr 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MD'P Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment No. Width psf) Attachment One (1) 18 go.1/4-Inch Nominal 1x2 crown x 1-Inch leg Three (3) 18 ga.1/4- No.2 SYP staples spaced 12-Inch o.c. securing One (1)18 ga."1/4- One (II min. 1.76-Inch x Max. Wood Inch crown x 1-Inch leg staples In anchored to rafter with one each penal tap Wood Inch crown x 1-Inch le ste less aced 8- 9 p p 0.072-Inch diameter finishin naill with min. 9 801-60 24F-4 16-Inoh diamond pattern 1) min. 2.26- One (1) min. 1.76-Inch indh o.c, and securing. 3116-Inch head spaced spaced 16-Inch o.c. Inch x 7d ring shank. nail x 0.072-Inch diameter each panel lap 16-Inch o.c. 24 Inch o.c. finishing nail will) 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 One (1)min. 1.5- No.2 SYP 12-Inch o.c. securing One (1)18 ga. 114- One (1) min. 1.75-Inch x Inch x 11 ga. anchored to each panel lap Inch crown x 1-Inch 0.072-Inch diameter 24F-6 Max. Wood smooth shank rafterwlth one Wood leg staples spaced 8- finishing nail with min. 801-60 1e-Inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-Inch Inch o.c. and securing 31164noh head spaced 18-Inch o.c. Inch ring shank x 0.072-Inch diameter each panel lap 16-Inch o.c. nall 24-Inch o.o. finishing nail with min. 3/16-Inch head spaced 4-Inch o.c: One .(1)1a ga.'1/4-Inch crown x 1-Inoh leg Nominal 1x2 staples spaced No.2 SYP 12-Inoh o.c, securing One (1) 18 ga. 1/4- One (1) min,1.75-Inch x One (1) 14 ge. 6/8- anchored to each panel lap Inch -crown x 1-Inch 0.072-Inch diameter 24F-6 Max Masonry Inoh Iong`T-nail rafter with one Wood leg staples spaced 8- finishing Mall with min. 801-60 16-Inoh apeced'8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.76-Inch Inch o.c. and securing 3/16-Inoh 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 44nch o.c. ALC16001 FL12194-R3 Page 6 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61020-3. 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 dogs not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addfessed herbin. 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 Psf) No. Width Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.26-Inch x 7d One (1) 10 go.114-Inch Nominal 1x2 No.2 SYP Three 3 18 ring shank nell elralght-nalled through crown x 14nch leg sleples spaced One (1) min. 1.76-Inch anchored to ga.1/4-Inch crown the.rafler Into the end 12-In o.c. securingch each penal lap One 1 18 a. Y.- g Inch crown x 1-Inch x 0.072-Inch diameter 24J-1 Max rafter with one x 1-Inch leg of the batten or two (2) Wood leg staples spaced finishing Hall with min. 160 12-Inch 1) min. 2.25- Inch staples in diamond spaced 16- min. 2.26-Inch x 7d ring shank'rlalls toe- One {1) min. 1.764nch o.Q72-Inch diameter 8-Inch o.c. 3/16-Inch head spaced 12-Inchx.7d ring pattern Walled an either side of x o.n. shank nail Inch D.C. the batten at each finishing nall with min. 9/1&lnch•head spaced4-Inch o.o: batlen/refler 4-Inch o.c. Intersection. Max. rafter spacing Is 244neh o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 16 go. 1/4-inch Nominal 1 x2 N0.2 SYP Three (3) 18 min. 2.2&lnoh x 7d ring shank nail stralght-nalled through crown x 1-Inch log staples spooed One (1) 18 ga.'/- One (1) min. 1.75-Irfch anchored to ga.1/flinch crown the rafter Into the end 12-Inch securing each lap Inch crown x 1-Inch x 0.072-Inch diameter Max. rafter with one x 1-Inch leg of the batten or two (2) panelpa Wood le staples aced9pp 8-Inch finishing nall with min. 53.3 24J-2 16-Inch. 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d ring shank nails toe- One (i) mlp. 1.76-Inch nco.c. end securing each. panel 3/ 16-Inch head spaced inch x 7d ring pattern spaced 16- on dllher x o.072-Inch diameter 16-Inch o.c. sharik nall Inch ox, nailedside of the batten at each finishing pall with min. lap 24-Inch o.c. battentrafter 2/16- Inch head spaced 4-Inoh o.c. Intersection. Max. Wier spacing Is 244noh o. c. ALC15001 FL12194- R3 7of7 This evaluation report is provided Tor State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC.of any product changes or quality assurancechangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product !attributes that are not specifically addressed herein. rM 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. SystAm No. I Inste1113tion Dotall 12F-1 & 12F-3 Min. 3.9• -heed dia. nail with min. i)fN engage)nent(Sbr wood substrate) or min.. 0..097• die. T-nail or -stub nail with Tnin, '67.0" gngpggfeanttlor concret0 or block substrate), OpaCed as Doted above_ ASCIA .SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL wood, Conm -- or Blank Wi FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. ' t—PAINTED S.S. 1 3./4" TRIM NAIL MIN. 5 NAILS PER 12" PIECE . ALC15001 FL12194-113 Page 1 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical SemAces, 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 ate not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12F-2 No. I Installation Detail 3/4' X 1/4" \ CROWN STAPLES' USING A DIAMOND PATTERN I F' CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE OPEN RAFTER FACIA BOARD FASCIA CAP 3/4' X 1/4" CROWN STAPLE' "8" ON CENTER' 1-3/.4" TRIM NAZI PAINTED S.S. 40' D.C. SDI -max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B i 3/ - \` SOFFIT STAPLE DDIIATMAOND PATTERN f VAP= / a Al 1-3/4" TRIM NAIL PAINTED S-S, SOFFIT FACIA BOARD FASCIA CAP CROWN STAPLE ALC16001 FL12194-R3 Page 2 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, Installatlom, recommended use, or other product attributes that are not spedlfloally addl`essed herein. CREEK TECHNICAL SERVICES, LLC 12J-1 Na. I InStallation Detall X 1/4" CROWN STAPLE "24" CENTER USING A DMOND PATTERN oorewod Bo ootfit with ona(l) :111 x Sf9" x 7 6• head dinmetax screw, 16" 0.6. WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendlx B OPEN RAFTER / ` 7/8'iTVM \ SOFFIT STAPLE oiST DIAMOND —PATTERNI [2/VM) DETAILFACIABOARD —.-1 1-3/4" TRIM NNI PAINTED S.S. 48' O.C. SOFFIT —max. 12-inch span CAP 3/4" % 1%4" CROWN STAPLE "S" ON CENTER 1-3/4" TRIM NAILI % FACIA BOARD PAINTED S.S. / FASCIA CAP 3/4" X 1/4" CROWN STAPLE ALCI5091 FL12194-R3 Page 3 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shell notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty,. installation, recommended use, or other product attributes that are not specifically addtessed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installatibn ©eWll 4, TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCFA BOARD II OA 51Ir T-IWI 18F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASCIA CAPI REFER TO SOFFIT L FASCIA DETAIL W CHANNEL SOFFR, MAX: 16" SPAN HASONR. SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 Thls'eveluatlon report Is provided for State of Plorida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance dhanges'throughout the ClUratlon for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product htidbutes that are not spebiflcally aCiftsaed herein. CREEK TECHNICAL. SERVICES, LLC m No. I Installatton Detail Min. 3/0" head die. nail With min. W sngagafnenttfor wood vubstrata) or mitt. 0•.097" dia. T-nail or stub nail with min. 5/•a"• engagamenblEor conorste or block svpabratel, bphbe;1 as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 I I I II \—"F" CHANNEL woos, conor— or Bloolc W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. I —PAINTED S.S. 1 3/4" TRIM NAIL MIN, 5 NAILS PER 12' PIECE 1L ALUMINUM COILS, INC Soffits AppendIX B ALC16001 FL12184-R3 Page 6 of*12 This evaluallon, 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 apurence changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other produat attributes that are not epe6lflcally addressed herein. CREEK TECHNICAL SERVICES, LLC 16F-4 No. I Installla0on Detail US DIAMONDIII F- CHANNEL CM BE INSTALLED' WITH THE NAIUNG FLANGE UP .OR DOWN WOOD SUBSTRAIm. OPEN RAFTER FACIA BOARD FASCIA CAP 3/4- X 1/4' CROWN STAPLE "a' ON CENTER 1-3/4- TRIM NAZI PAINTED S.S. 4E.' O.C. SOFFIT —,max.. 16-inch span ALUMINUM COILS, INC Soffits Appendix B ' n \ SOFFIT STAPLE DIAMOND. PATTERN i . ai•• XTvECH I D E aL STAPLES / 1-3/4" TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD - FASCIA CAP 3/4" X 1 /4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC16001 FL12194-R3 Page B of 12 This evaluation report Is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Setvices, LLC of any product changes or quality assurance changes' throughout the dUralion 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 speditioaliy addressed herein. CREEK TECHMICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B S tbnl No. Instilllatlon Detail I I' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD 11"Yj" CROWN SOFFIT & FASCIA USOIO•A DIAMOND DETAIL 1617-2 & PATTERNi REFER TO SOFFIT STAPLE 1'6F-6 DIAMOND PATTERN DETAIL FASCA CAN REFER TO SOFFIT 1 FASCIA DETAIL fi F" CHANNEL SOFFITS MAX. 16" I SPAN WOOD SUBSTRATE SOFFIT 'STAPLE DIAMOND PATTERN ALCI6001 FL12194-R3 Page 7 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufadturer shall notify CREEK Technical Services, LLC of any product changes orqualityaseuranoedhangesthroughoutthedUratlonforwhlohthisreportIsvalld•. This- evaluation report does not -express nor Imply warranty, instaltatlon, recommended use, or other produol attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16J-1 No. I Installation DetAll X 1/4" CROWN 'STAPLE "24" CENTER USING •A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Sofflts Appendix B OPEN RAFTER 3/8 SOFFIT STAPLE OIST i DIAMOND PATTERN D FACIA BOARD sr i DETAILETAIL FASCIA CAP 3/4- X 1/4" CROWN FACIA BOARD JJ STAPLE W ON CENTER1•-3/4" TRIM NAIL 1-3/4- TRIM NAIL PAINTED S.S. PAINTED S'.S. 48" FASCIA CAP O.C. 3/4" X 1/4" CROWN STAPLE SOFFn'—max•. 16-inch -span. SOFFIT SOFFIT & FASCIA D ETAI L ALC16001 FL12194-R3 Page 6 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes'throughout the. dUratlon for which this reportIs valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product htlidbutes that are not specifically addtessed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B SysterTt No. If7etallatlbh Detail 1 J' TRIM NAIL FASCIA BOARD PAINTED S.S. Txt EROWR FASCIA CAP 5jA LES SOFFlT USING A DIAMOND 1'xj- CROWN STAPLE PATTERNI REFER TO SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 (!' TRIM NAIL FASCIA BOARD PAINTED SS. SOFFIT b FASCIA DETAIL 24F-1 & 24F-4 Nominil t'xE' SYP Gattan Anrhaned to P-CHANNEL R+Rar+ with an' 7d RInq Shank HBO at ovary R+Itar WOOD SUESTRA CROWN STAPLE FASCIA CAN REFER TO SOFFIT R FASCIA DETAIL SOFFM MAX. 24' SOFFIT STAPLE 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 orqualityassurancechanges'throughowt the duration for which this report is valld'. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not spebiOcally addressed herein. CREEK ' ALUMINUM COILS, INC Soffits TECHNICAL.SERVICES,. LLC Appendix B SyEtlAm No. Indtelltl0on Detail 1 i' TRIM NAR. FASCIA BOARD PAINTED S.S. IA- SMOOTH SHARK FASCIA' CAP ROOF HAILS SOFFIT 1"rl' CROWN STAPLE 1 i' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-2 & 24F-6 rxj• CROWN STAPLE FASCIA CAPS REFER TO SOFFIT L FASCIA WOOD ALC15001 FL12194-R3 Page 10 of 12 This evaluation report Is provided for State of Florida product approval under Rule 01020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughouttheCiLratlbnforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other produol bttrlbutes that are n6t spebl0cally addtessed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendlx B Sydtern No. InstAllatloh Detail 11" TRIM NAIL FASCIA BOARD PAINTED S.S. 1hOA II' T-HAILS FASCIA CAP SOFFIT 1-hj- CROWN STAPLE 1 J- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 1'at' CROWN STAPLE FASCIA CAP, REFER To SOFFIT L FASCIA OBTAIL Nominal i'a3' SYP Bditan Anchorad to SOFFIT, MAX. 24- F-C1ANNEL Rafters with an Td Ring Shank NaO at every Railer MASONRY ALC15001 FL12194.R3 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 quallty assurenoe changes throughout the duration for which this report Is valid. This- evaluation report does not express nor Imply warranty, Installation, recommended use, or other produot gtblbules that are not speblflcally addreased herein. CREEK TE:cHNICAI. SERVICES, LLC No. I InstAllation Detall 24J-1 & 24J-2 1*4' CROWN - STAPLES USING A OIAMOH PATTERNtREFER TO SOFFIT STALE DIAtlONO PAYTIRN DETAIL I t 1111H NAIL PAINTED S.S. Nordlnel I' a X GYP baltom acsbbed between rollers end J-01ANNEL eeabrad wllh one (1) Id dnO ahmk hall attalgh olled Ihrogph the rafter Into the and WOOD SUBSTRATE of the batten or two (2) Td ring ahmk nags toe -nailed on enter akls of the baltam at the baltanlranar Intersection CROWN STAPLE CAMILEVEREIT RAFTER SOFFITI MAX. 24' BOARD FASCIA CAN REFER TO SOFFIT b FASCR DETAIL ALUMINUM COILS, INC Soffits Appendix B I TRDI NAIL PASCIA DOARD AIMED L.S. FASCIA CAP SOFnT- 1 El"Xj" CROWN STAPLE SOFFIT & FASCIA DETAIL. SOFFIT STAPLE DIAMOND PATTERN ALC16001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule-61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance ohanges ,throughlout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other pr6duct attributes that are ndt specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL•. SERvICES, LLC Appendix C DESIGN WIND LOADS The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under.the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined In Section 16D9•of the FBC. 2. Exposure B, C, arld D shall be'as defined In sectidn 1609 of the FBC. 3. Design wind loads are provided only for walla/soffits With a mean roof height less then or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-if or less. 6. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind dirbctionality factor, Ka a 0.85 T. Vuit ls•shown In the tables below. Design pressures are multiplied by 0.6 In accordance with Section 1610.9.4 of the FBC. 8. Projects With mean roof heights greater than 60-ft shall be evaluated by a licensed deslgn professional. 9. Zones 4 and 6 shall be defined as shown below. Dimension W •shall be 10% of the least horizorltal dimension or (0.4 x Mear) Roof Helghf), whichever Is smaller, but not less than either 41/6 of the least horizontal dimension or 3-ft. ALC16001 FL12194-R3 1 of 4 This evaluation report Is provided for State of Florida product approval under Rule 81 G20-3. The mandfecturor shell notify CREEK Technical Services, LLC of any product changes or quality assurance-ohenges'throughowt the dbration 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 C Desl nWllid P.essures:fo:S'6ffltsImEx osure,13'.:=' Baslc'V1f Ind S eed' m h 113Ullding:,.% Zone `. rF oof;::. 1;30.. 40... :'; 1:50: 160: 170 1 B0 190• 200Type: Hal ht ft 1;20 20 16.9 9. 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 1 s.9 19;8 22.9 26.3• 3D.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 8.3 1.5 2 .9 8. • 32. 36.7 2 45.9 1 -50.8 50 19.6 22.9 26.5 30:5 34.7 39.1 43.9 48. 54.1 Eflclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20. 24.4 28. 32.5 37.0- 41 7 46.8 52.1 57.8 Loads) 25 20:8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 1 28.3 32.5 37.0 417 46.8 52.1 57.B 5 4 22.6 26.5 1 -30. 35.3 40. 4 .3 5D.8 6.6 62.7 50 24.1 28.2 32.8 7.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 66.8 63:3 40.1 20 10.8 12:7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.B 16.0 18.3 20.8 23.6 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 Enolos8d. 60 13.1 15.4 17.0 20.6 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 25 10.6 1 12.7 14.7 16-9 19 2 21 24.3 27.1 30.0 30 10:8 12.7 14.7 16.9 19.2 1.7 24.3 27. 30.0 6 40 11.7 13.8 16.0 10.3 20.8 23.5 26.4 29.4 32.5 30 12.5 14,7 17,0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29:5 32.8 38.4 ALC16001 FL12194-R3 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 orqualityassurancedhangesthroughoutthedUratlonforwjilohthisreportIsvalid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product httributes that are nbt speCtilbally addfabbed herein. goo SCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desl n•W ,,Ind P.resstires foriSoffits In: Ex osuroiC rlg • Zone-.,•.,..;'•R_dof:•:,; 3 Mean: ;'. f- Mel ht ft ., Basic'WInd:S eed mph)..- . :.. 120'.: 130 ;:.:'. 140' 150 . 160. • 17.0'• ' . J 80: 1',9b•; 200 Ehclosed 4 20 2. '.7 5.4 29.5 3.8 38.5 43.5 48.7 54 3 60.2 25 22.6 26.6 30.8 35.4- 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 125. 2 .4 4.1 1 3 .1 44. 5 6.3 62.7 69.5 50 26.2 30. 35.7 41. 46.6 5 6 59.0 65.8 72.9 80 27.2 1 31,9 37,0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Load's) 5 2 6_7 31 A 36.4 41.6 47 5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 9.1 34.2 39.6 45,5 51. 58. 65.5 73.0 60.9 40 30.9 36.3 42A 48.3 5 .9 62.0 69.5 1 77.6 4855.8 50 2.4 38.0 44.1 50 6 57.6 1 -65.0 72.9 81.2 89.9 60 33.6 39.4 46.7 52.8 59.7 67.4 75.5 84.2 932 Enolosed 4 20 13.9 16.3 1 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20,6 23.6 26.9 30,3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32,2 36.1 40.2 44.5 50 1 .8 19:7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 4$.4 Positive Loads) 5 20 13.9 16.3 18'.9 21.7 24.7 27.9 31.2 34.8 3.8.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40,3 30 5.1 17.7 20.6 23.0 26.9 30.3 34.0 37. 42.0 40 16.0 1.8.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.6 19.7 22.9 26.3 29.0 33.7 37.8- 42.1 46. 60 17.4 1 20.6 23.7 27.2 31.0 35.0 39.2 43.7 48.4 AL•C15001 FL12194-R3 3of4 This evaluation report is provided .tor 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 valld. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not spebiltcally addrebsed herbIn. CREEK TECHNICAL.6ERVICBS, LLC ALUMINUM COILS, ING Soffits Appendix C r; . ': `' :::• '::Deal rnWlndtPresst'ures"for.Sofflts;In:Ez osure D. Bullcllf]9' ; Zone .,'-:---Roof.- Mean :•.' H bIqht ft s.=;,.;:..:.: ; . :' -Basle Wind;S eed! mph) 120, i'...:,. 40 150 80 190:.. .: 200:7. 4 2 2Q,O 30.5 35.4 40.6 46.2 52.2 58. 65.2 72.2 25 27 0 31. 36. 42 1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 7.5 40 29.4 34.5 40.0 45.9 62. 58 9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 6 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 53.0 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51..4 58.9 67.1 75.7 84.9 94.6 104.8 80 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• 1 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 13.0 17.921.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22A 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1• Positive Loads), 5 0 16.7 19.5 22.7 26.0 29.6 33,4 37.5 41.7 46.3 5 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43,3 48.0 30 17.9 21.0 24.3 27.9 31.8 35..9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 82.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54A 60 20.2 1 23.7 1 27.5 1 31.6• 35.9 40.5 45.4 50.6 56:1 ALC15001 FL12194-R3 Pago 4 of 4 This evaluation report Is provided for State of Florida product approval under Role 61 G20-3. The manufacturer shall notify CREI5K Technical Services, LLC of any product changes or quality assurance changes throughout the d'uratlbn for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that ate not spe61Bcally addressed herein. CREEK TECHNICAL SERVICEB, LLC 3/8" F-Channel 3/8" —F 3/8"'J-Channel 3/4" --- 1/B" HEM t 5/e" T 3/4" 3/8" ALC16091 FL12194-R3 150METRIC VIEW 3/E' PROFILE ISOMETRIC VIEW 3/1" PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report Is provided for State of Florida product approval under Rule 81t320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance ohanges'throughout the, dbrallon 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 spebifIcally addressed herein. SCREEKTECHNICALSERVICES, LLC Fascia 5 3/4" 7/8„ 1/8" HEM 6"FASCIA i" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC16001 FL12194-R3 Page 2 of 4 This evaluation report Is provldbd for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Techhical Services, LLC of any product changes or quality a$surence ohanges'throwghout the dbyatlon for whioh this report Is v9IId. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product littrlbutes that are not spebifically-addfessed herein. CREEK TECHNICAL•. SERVICES, LLC 16" Q4 Soffit 1,11- BLARK 3 ,/ 8 0110FILE 2.525 REF. a000 000.000 00000 oa0000 Qooao LOWERS FORMED IR lAIAE IIIEOf10 /S RI&7) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report Is provided for Slate of Florida product approval under RWie 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality essurance changes throughout the d'uratlon for which this report is valid. Thlb evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not speblficaliy addressed herein. r CREEK TECHNICAL. SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" i/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 13.75" BLANK 318" PROFILE 2.625 REF. 60 TYP. 25 TV. 0.125 TYP. Joao ooa000 a0000 00000•o 00000 W10 lOI IVFG PATiFHN fFlOI. SCJI 1 LWVER9 r06ME0 IH 6A11 OWECiION A4 RI05) END OF REPORT ALC16001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality aQsuranoe obanges'throughout the: duration for which this report is valid. Thl's evaluation report does not express nor Imply warranty, Installation, recommended use, or other product 9thibutes that are not spebl0cally addrbtsbd herein. Florida Building Code Online Page 1 of 1 t•_t _ Est— fJ • / Li i^'S A;:.<f-i ;,'- i • /,^n ' 1.. Irr J Usin Florida Product ApprovalbaUSER: RrbOc liter Lr r2 Product ADProval Menu > product or Aoolication Search > AppSmtion List r Search Criteria Refine Search Code Version 2014 FL# 5444 ALL Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method Quality Assurance Entity Contract Expired ALL Quality Assurance Entity ALL L Product Model, Number or Name ALL Product Description Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other All Search Results - A lications f oeTvManufacturer Validated By Status F13444- R11 Revision Ce eiin Corporation -Roofing John W.Knez24ich, PE Approved Roofing History Subcategory: Asphalt Shirrgles Co, tBctUs::ZN1Bhttroe Ra47-1824 aPh• 850- night 2Do7-2019 3Zte oy Rontda.: • Prt cvtMm S.rd :: A bjj dy .c=Mr^t :: REMO "'t The State of Florida Is an ANffO employer. '" -- Under Raida lave, ema0 addresses are public records. If you do not wart your email address released In response to a public -records requed' do not send ntacttheofficebyphoneorelectronicma0tothisentity. Im ad, co by traditional ma0. If you have arry questions, please contact a50.487. 295. "Pursuant to SeClmr 455275(1), Rodda Statubs, dre ee oflim m rbTwmt unimm otion0wwlththe0¢nsee. However emall addresses are censedunderchapter45S, F.S. must p We the public record you de not address tallthey have one. The amrS provided may wale to ana0 address which on be encode ava0able to the public- To deburnine if you are a licensee under supplyapersonaladdress, place provide the Depattriterd Chapter 455, FS, please cOck b-eM-. Product Approval Accept = 0 a cc ritlAltlRIGS n__ J_u..:l.l;.,..-rrT/nr/nr Ann ICt.;mnX 11/29/2017 Florida Building Code Online Page 1 of 2 i:`'L.Vry::..a 52`?!Ct 7 x'4 l':=wiv s 1 r. --• r r- G •ry' ``v.-'^ '. r+.R ae dWlstdli5'cgaDtiL y?_Dg. bppo ' da a. r I a Product Approval ushriL: Pubic user Li+ liotlon DetailiAporovalMenu > Prods^ m Aovliatfon Swrdi > Aooliotbn List > A•PP FL# FL5444-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer CertainTeed Corporation -Roofing Address/Phone/Emall 20 Moores Road Malvern, PA 19355 610) 893-5400 mark.d.harner@salnt-gobain.com Authorized Signature Mark Hamer mark.d.hamer@saint-gobaln.com Technical Representative Mark D. Hamer Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark.D.Hamer@saint-gobaln.crom Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE 59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date o3/0 12020W. zevich, PE Validated By 3ohn 93 Validation Cheddlst - Hardcopy Received Certificate of Independence RIL rnt 707 m C Nieminen Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 Equivalence of Product Standards Certified By Sections from the Code nro/nr/Dr aDD dtl.aspx?param=wGEVXQwtDgta... 11/29/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/06/2017 Date Validated 06/08/2017 Date Pending FBC Approval 06/09/2017 Date Approved 08/08/2017 Date Revised 09/07/2017 Summary of Products t54 Model, Number or Name 44.1 CertainTeed Asphalt Roofing Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other. Refer to ER Section 5 for Umits of Use Bads Description 3-tab, 4-tab, strip (no -cut -Outs), laminated -and architectural asphalt roof shingles Installation Instructions FL5444 RI Il 2017 06 FINAL ER CERTAINTEED Asphalt Shinole FL5444-Ril.Ddf Verified By: Robert Nleminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports FI 54" R11 AE 2017 06 FINAL ER CERTAINTEED Asphalt Shlnole FL5444-Ril.odf Created by Independent Third Party: Yes Contact Us :: 260, Blair stone goad,7apahaMt R 12M phone: pS-1E24 t a air. of Florida_ :: Priva[v Sbtement :: Aoxss1b01ty Statement :: B._.r;. Statement The State of Florida Is an AA/ffO —Ploy-- iaTiu'M 20tA-2Q — to a Order RoriW taw, erna0 addresses are Public nemnds U Youdo rwt want your e-mail address released In one or by traditional mail. If have a^Y questions, pleau mrrUCB50 R73395o not send d"PuTmmnt to electronic ma0 to this entity. Ltstrad, contact the aflice try Ph with an email address If Section 455275(1), Florida statutes, effective October 1, 2012, licensees licensed under chapter 455, F.S. must provide the Departrnent theyhaveone. The emalls provided may be used for ofidal mrrununlatlon with the ke see. However emall addresses are public record. If you do not wish to supplyapersonaladdress, please prwMe the Departrnea with Ong 1 d Wpl mad • available to the publk To determine If you are a licensee under Product Approval Accepts a a SCCllrll\ 115Tk105 r, r . 11 /29/2017 S y„4f6 LDS EXTERIOR RESEARCH & DESIGN, L-C. certif uW ofAuthorizotlon #9503 353 CHRISTIAN STREET, UNIT#13QOTRINITYIERDOXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-R11 FL5444-R10 20 Moores Road Date of Issuance: 09/22/2005 Malvern, PA 19355 Revision 11:12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use ofconstructionmaterialsintheStateofFlorida. The documentation submitted has been reviewed by Robert Nieminen, P.E. foruseoftheproductundertheFloridaBuildingCodeandFloridaBuildingCode, Residential Volume. The products describedhereinhavebeenevaluatedforcompliancewiththe5hEdition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABEUNG: 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 CoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referencedQualityAssurancedocumentationchanges, or provisions of the Code that relate to the product change. Acceptance of thisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TdnityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERnsEMENT: 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. INsPEcnON: 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 Registrotion No. 59166, Florida DC4 ANE1983 The facsh0e snl app cft vm authorhed by Robert Meminm PF om 12/oWMIL This does not serve as an eketroNvOy skned document styled, scaled hardoopks have been transmltfed to the ProductApprwil Admhb=wr and to the roamed dent CERTIFICATION OF INDEPENDENCELTriniityJERDdoesnot have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Triniityl ERD is not owned, operated or controlled by any comp arry 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 TriniitylERD nor Robert Nieminen, P.E. are, in arty way, the Designer of Record for anyprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTR1NITYIERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles fing Shingles, as produced by CertainTeed Corporation, haveComplianceStatement: CertainTeed Asphalt Roo of the 5`h Edition (2014) Florida Building Code and 5t' Editiondemonstratedcompliancewiththefollowingsections 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subjectto the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 2009 1507.2.5, R905.2.4 Physical Properties ASTM D3462 ssass FASTMD31Cla2009 1507. 2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2008 1507. 2.7.1, R905.2.6.1 Wind Resistance 3. REFERENCES: Entity Examination Reference Date 05/ 15/]998 UL ( TST 1740) ASTM D3161 94NK9632 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 OSNK07049 04/15/2005 UL ( TST 1740) ASTM D3161 05NK16778 05/12/2005 UL ( TST 1740) ASTM D3161 05CA16778 05/12/2005 UL ( TST 1740) ASTM D3161 05NK14836 05/22/2005 UL ( TST 1740) ASTM D3161 05NK22800 06/22/2005 UL ( TST 1740) ASTM D3161 06/ 28/2006 UL (TST 1740) ASTM D3462 05NR69 09CA2887307/23/2009 UL (TST 1740) UL( TST 1740) ASTM D7158 ASTM D3161 & D3462 UL ( TST 1740) ASTM D3462 10CA41303 1pCA4130310/07/2010 10/07/2010 10/ OS/2010 UL ( TST 1740) ASTM D3161 lOCA41303 lOCA41303 10/27/2010 UL ( TST 1740) UL ( TST 1740) ASTM D7158 ASTM D3161 & D3462 11/ 11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA44960 13CA3289704/ 22/2014 04/22/2014 UL LLC (TST 9628) ASTM D3161, D3462 TFWLR684 04/ 22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 09/ 16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 02/ 12/2035 UL LLC (TST 9628) ASTM D3161 & D3462 4786570926 UL LLC 05T 9628) ASTM D3161, D3462 & D7158 4786570717 w09/20 5 UL LLC (TST 9628) ASTM D3161 & D3462 47873-95678 10/ 26/2016 UL LLC (TST 9628) AMA D3161, D3462 & D7159 4787380356 10/ 26/ 2016 UL LLC (TST 9628) ASTM D3462 4787380357 11/ 08/2016 UL LLC 0-ST 9628) ASTM D7158 4787380357 11/ 09/2016 UL LLC (TST 9628) ASTM D3161 4787380357 Service Confirmation Exp. 07/03/2017 UL LLC (QUA 9625) Quality Control Evaluation Report 3532_09-05-Rll Exterior Research and Design, LLC. FL5444R10 Cmtiftcate 4AUd=*n8on #9503 FBC NON4NK2 EVAWAT10N Revision 11: W08/2016 Page 2 of 12 LIP QOTRINITYIERD PRODUCT DESCRIPTION: 4.1 CT20TM, X74 25, XT"' 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', BelmontTM, Carriage House Shangle°, Grand Manor Shangle°, Landmark'", Landmark'- IR, Landmark^' Pro, Landmark' Premium, Landmark' TL, Landmark' Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateTM 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 CrestTM 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 prdduced in AR (algae resistant) versions. 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 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 V,W = 150 mph (VA = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,,d =150 mph (V„ h =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 Presidentiol Solarisl exceeds the calculated uplift force (FT) at a maximum design wind speed of V.d = 150 mph (V„t = 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 FAC. Rule 61G20-3. Exterior Research and Design, LLG Evaluation Report 3537-09.05-Rll FBC NON HVFQ EVALUATION ¢ RIO Certffr=te 4AutharkaVan 0503 Revision 11: 1.2,/08/2016 Page 3 of 12 Q0TRINITYIERD 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 CTZOTM, X1— 25, XT"' 30, XT- 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" H305 inn) 3115 rrm 1"(2m) _Sealant min) ~{ 217 5 sh" (145 mm) _ 5 y2"Pk d METRIC 13=/n) Sqalarrt1 • ( 6 h" Figure114 Ussjow•naasforevWyful7sb0& STEEP SLOPE Use fow nails and di spots of uplralt roofing crmeat• for wary fall shingle ( Figae 11- ). AghaRropfiirg cement meeting A M D4586 Type IIis suggested. I V Roofing Camerd 1" ( 25 rtm) spots d aspball roofing cement order Each hb comer. F, JweM4UmfoaradfsandsfxsPlsgfaspba =-tonst slopes C& IMOM Excesstm we of roofing rMn't can rise stdngles to hlWM 6. 4.1 Hia & RidRe for CT20TM XT25. XT"' 30, XT"' 30 IR: Cut Shingles I 2" ( 5o corn) 25 mrn* n i---+12" 5hi iP ShlCap StC e rr F,'=1124 ad fats, thm him bari to mob c* shFagfes fgifsb daamr imcs sbiron). Fewe 11-Z haaa w off akM fie btpt and ri4n 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1-- adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cmtf=te of Authadru icn A9503 FBC NON4f6M EVALUATION Evaluation Report 3537-09.05-R11 FL5444-R10 ' Revision 11: IZIOVZ016 Page 4 of 12 6.5 6.5.1 LOW AND STANDARD SLOPE Use six nails for every hill shingle located as shown belm mum Ihs U UM r to 04 Figure 2 Use six nails for every full shingle TTRINI-P(JERD STEEP SLOPE Use Sta nails and TOUR spots of asphalt roofing cement for e—y fail shllw a as showva below. Apply- asphalt roofing cement 1'(25 mm) from edge of shingle Asphalt roofing cement meeting ASIM D 4586 Type II Is su_-ested. rGsmm PtE al— 1 J is iJ Figure 3: Use sir w9s mid four spots of aspbaft roofing cement on steep stapes. Hip & Ridge for Arcadia: Cedar Crest'", Cedar Crest'"' IR Use two (2), minimum 1%4nch 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 "PL* Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately flinch along the sides of the headlap along a line %to 1-inchintramrom each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressingsidesintotheadhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Evaluation Report 3532-09.05-Rll Exterior Research and Design, I.I.C. FBC NON-HVHZ EVALUATION FI 5444-R10 Certgimte afAutharb=Han:9503 Revision 11: W08/2016 Page 5 of 12 6.6 I BELMOfJTsa: Low and Standard Slope 212 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. QOTPJNITYI ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1 ° (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTl41 DA586 Type II is suggested. l! 11 000 6.6.1 Hip & Ridge for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crests', Cedar Crests' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge Exposure Remove tape 1 2' from the right side 1. g• and fasten SECOND Fasten the leftside l 85 8 RIGHT TZ Tape " Remove FlRST LEFT Figure 17-19.. butajajjos ofSbangle® Rfdge sbin& Figure 17-1& Sbangle°Ridge . on bips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolas ic° NP1 ' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant', in accordance with CertainTeed requirements. Evaluation Report 3537-09.05-1111 Exterior Research and Design, LLC. FBC NON-HVHZ EVALUATION FL5444-R10 Cmtftate ofAuthorfrcBnn M03 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE° AND GRAND MANOR SHANGLE®: STEEP SLOPE LOW AND STANDARD SLOPE Use five nags for every hull Shangle. M" 1 16 min) Figre 174 Osejmz mmisfor=yfuaGrandM, morShan#A CaHge Horse Sbangly or Cenknaiaf Slate QOTRINITYIER,D Use seven nails and three spots of asphalL roofing cerneet for every full Grand. Manor Spangle. Use five nails and three spots of asplxalt roofing cement for every hdl Carnage House Shanee and Centennial Slate. Apply asphah roofing a man 1' (25 mm) from edge of shingle Figure 173). Asphalt roofing ceme3l meeting Asim D6861kpe U is suggested. 000100101VI IOMM RDoting Cemem 75nun) Frgae 175.- Wbw hukllingG=dA&Dor Sharg'a on steep slopes, use == marls and rbree spots of aspbaltroofng temenL Hip & Ridi;e for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK-, LANDMARK("' IR, LANDMARK(" PRO, LANDMARK(" PREMIUM, LANDMARK(" TL, LANDMARK(" SOLARIS; LANDMARKTm SOLARIS ff , NORTHGATE: LANDMARKTL LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14314" 12' j--{ 3D5 seen 375 min DS mm} i 1" ( 25 min, Release Tape ,- (?3 mm)'1 A) NIArea NorthGate: WIDE u3W teen) Figume 13-E pse fauc aar7s jot er+vJfudl sbtrgfe tr PUS U4 g mm) I /.Lawxr marl ire I r ' Ran VM for lo* sod gWaWd *pg$ (b_Z2 to2t-12) Mier, betk%= uppw & hma bas as Oan above. Evaluation Report 3532.09.05-1111 Exterior Research and Design, LLG FL5444-RSO CuttP= ft afAuharizatanass® Fl3C NON-HVI ¢ EygWA710N Revision IL IV08/2016 Page7 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 ASTM D4586 Type 11. apply P spots of asphalt roofing cement unde each corner and at about 12' to 13' in from each edge. MM( DIMENSIONS LANDMARK TL 12" 143/4" 12' 1.,— 305 mm) (375 mm) (305 mm) ( 25 MM) j-1 M) RdeaseTape 1. I 25 mm) ---- t::j(235 mil' Roofing Cement NorthGate: STEEP 12' 14.3/4' SLOPE I .-4305 mm)—*-I-- f 375 m 1'(25 MM) QOTRINITYIERD Figure 13-5: Use six nails andfour spots of aspbaltroof W cmrrent on steep s14 1r 305 IT 1'(25 Md. Na&q areas for sta1 slopes {Wester than 21:12) and'Slomt-Naft' Nail between lower 2 nag lines as shown above. 6.8.1 Hip & Ridge for Landmark'" Landmark' IR L.andmarkTM Pro, Landmark"' Premium, LandmarkC' LandmarkTM Solaris Landmark' Solaris IR North -Gate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 97/e' 305mtn) 415/il;•1•--415/{S 6 6' 025mm) 025mm) 058mm) 0 t Notch for Notch for Can rin9 fkntzbgiF 131/4' MalttesiorA6gnns dtn - T ( estorAlIgnmerdto /8. T the Top Edge of the Prevbtu the Top Edp of the Previous [ the Top Edge d the) 6 e 098 ) l pfor5'1125mrtVExpEs'°e English Dimenslon Mebic D'lmension Shadow Ridge" Shadow Ridge" Evaluation Report 3532-09.05-R11 Exterior Research and Design, LLG FBC NON-HVFIZ EVALt1ATION FL5444-RIO o tiVic- ofAuthortradcn 09503 Revision U: IVGB/ZU6 Page 8 of 12 6.8.1.2 6.8.1.3 9 27M 15j1C (tii5 mm) Ca' Math Ate) r ZuhFs 7W 194n ra} pledDus course NorthGate Ridge QOTRINITYI ERD 13118, mm- g 168 mm)I1 3 mm Centering 13114' Notch I (337 mm) 7 SB' notches to top (194 mm) edge of 1 previous course. -k . NorthGate Accessory Fig=13-3Q Use 44ngnotrb%to cmarsbb& on (aps mid ridges, at d to b ab the correct expovve For ASTM D3161, Class F performance use BASF "Sonolastic® NP1''. adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant, in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest, Cedar Crest's IR hip and ridge shingles. Evaluation Report 353Z09.05-Rll Exterior Research and Design, I.I.C. FL5444_RIO c- ift-te afMtharhadon 99sm FBC NON HVF EVAWA710N Revision iL• 1Z/08/2016 Page 9 of 12 QOTRINITYI ERD 6.9 PRESIDENTIALSHAKE", PRESIDENTIALSHAKET' IR, PlIESIDENTIALSHAKET04, PRESIDENTIALSOLARIST'": LOW AND STANDARD SLOPE For low and standard slopes, use five nails for each full Presidential shingle as shown below. 411NaTgrr --' Wde Lines (101fi min) 5114' 133 mi) 1419' 112 38 [ran) R I NOTE Apply nails on painted guideline. STEEP SLOPE For sleep slopes, use nine n& for each fall presidential shiogie and apply 1' diameter spots of asphalt roofing eprofmatunder each shingle tab. ABer applying 5 m0s; in bets the nafng gaide lines, apply 4 n1s f' above lab cutouts maldng ca-Wn tabs of ovedying shingle cows nails 1' diameter asphalt roofing cement Figure l6 6 FastmingYMsidartinl rind Presi&nHd Il Sba.he Wngkcs on !inn and stmndmdslopec Figure Ib:k FastaiingFretidmtfaf and Prr"tiderttiaf I/L Sbafg sbdngfes oar staff sloes. 6.9.1 Hip & Ridge for Presidential Shake'. Presidential Shaker" IR Presidential Shake TLTM Presidential Solaris': 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to fhe ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory oath two fas- teners. The fasteners must be 13/4, long or longer, so they penetrate either 3/4' into the deck or rwinplP,telp through the deck. Presidential accessory comes is two different m= Accessory produced in Birmingham, -AL is 12' x 12% Portland, OR produces 97/V z 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolas ilc® 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 Crest, Cedar Crest' IR hip and ridge shingles. 6.10 1 HATTERAST": LOY(, SiUMM AND STU S10PE Fg=1S3 Rzfeeft Harrum Sbfagles OR tam aad sraadmd stapes For low aced srmndard slopes, use rot nags for each w flaarsas Al* as stman above. Fyne134A-&Mgaa =9d9aofsreVac- Fro sleep slopes, asc am mans and d;a spots of mpbah rooll4S cemw for emob fug n== *1* as She= abort. 4n4 I' 4 under mb , p dDab mi espme --I GLMOM iho M=k morn. oemaa csa name ft;les to bract G Evaluation Report 353L09.05-RSS Exterior Research and Design, LL FBC NON-HVI Z EVALUATION FL5444-RlO Czro=te gAudsorkuthD §95n3 • Revision 11:12/OS/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figum 15-14 18 three -piety Mlik separal2 to make 54Eatkrasdcrxssory sbin& 6. 10.1.2 0pt ion 22: Cut Hatteras Shingles I ( 230 MM) I I I I I I I Cap Cap CapLShingle ShingleShingleShingleQOTRINITYIERD Fast 18" ( 203 MM) 460 MM) Figum 15-2a. Cat Battens sbfa& to make covff cap. Fig=15-2L. LnstaWjun;'caps along blps and ridges 6. 10.1.3 For ASfM D3161, Class F performance use BASF "Sonolastic° NP1—adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 6. 11.1 HIGHLAND SLATE, HIGHLAND SLATE"' IR: LOW AND SDINDARD SLOPE SDc one tbn®1+ bid o.erv+tf O& II46 r FiS=. 0 3. Ux IM nagrfor —7 AgUrd 3lda rbeVk Siflp SLOPE use En nails and HIGHf spots of asphatl rooting eemear I* mch fon Highlutd Slate shtagle. Far Mural -Dade, M mils are rePhT& Apply 1• dlameta spots of aspbalt rooltog cement order each tab comet A#&rvobg—t.mewing MW D(5861ype His suggested. LWMPme. M#x SM= bp -b kohwm C tf nJmj- d.4 Fgae1131 Uses FBndII and dAt *01, of4Oh* DOW mamt ands each fob corner C3DMit Psesstm use of roaring cruet tan curse siilngles tD brides Hip & Ridge for Highland Slate"' Highland Slater IR: Refer to instructions herein for Cedar Crest', Cedar Crest'" IR or Shangle Ridge'w hip and ridge shingles. evaluation Report 3532-09.05-Rli Exterior Research and Design, I.I.C. FL5444-RSO certffimhe ofAuthonzadon a350 FBC NON4fJHZ EVALUATION Revision 11:1.7,/08/2016 Page 11 of 12 6.12 LOW AND STANDARD SLOPE Use FOUR =1 for every M shingle located as shown below Se tmt 1F——i— TTRINITYIERD STEEP SLOPE use T-0IIB nails and four spots of asphalt roofing cement for e—y full shingle as shown belor. Asphalt roofing cement meeflng ASrM D4586 Type II is suggested. Apply 1'(25 mm) spots of asphalt roofing cecem PMl as shown. CAMON: Emessive use of roofing cement can cause shingles to blistet Q I®0 I • e 0 c I 6cd1 7 C aem 6.12.1 Hip & Ridge for Patriot: Refer to instructions herein for Cedar Crest-, Cedar Crest' IR, Shadow Ridge', NorthGate or Shangle Ridge"' 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. S. BUILDING PERMrr 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: U L LLC — QUA962 5; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Evaluation Report 3532.09.05-Rll Exterior Research and Design, LLC. FBC NON-HVFQ EVALUATION . FL5444-R10 Certgi=te nfAudmriw600 #9503 Revision 11:12/0812015 Page 12 of 12 Florida Building Code Online Page 1 of 1 nb ii s's' -Pco essronai e"ju; frost: ='•-=-•- i, ,, ppbWdar. —- USER: PubO[ AUsvrOValProduct Cr a product > Product or 60DW3900 Search > Application List Refine Search Search Criteria 2014 FL# 15216 Code Version ALL Application Type ALL Product Manufacturer Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure Other ALL E A lications Type Manufacturer Validated ev Status sion InterWrap, Inc.John W. Knezevich, PE Approved History Category: Roofing (954) 772-6224 Subcategory: Underlayments rovats by DBPR shall be reviewed and ratlllm by the POC and/or the CammLalon G ne sary. Contact :: 26ni Wlr tone Road Tailahxs.. FL 3i Phone• 850-4$7_-1Q34 cr roment :: A ssibrtity SbtemerR :: v.Amd c_e..m.M The Smote of Florida Is an AkS-=D ernPloYer• ,•_...sigh.. 2 ML-2 a ci++,. of Flori not want your e d da.::----- ed In response to a ublbc-mcords request, not send Under Florida caw, ema0 addresses are public records 11 you de or by tratrad I mad. Ifaddress fuwe nY o pleaseDrn data850.487.1395. do` Prrrsuant to electronic rr to thls entity. 1nM contact the oRix try Pb 455, F.S. rust provide the Departnent with an erraa address If Section 455.275(1), Florida StatubM eRedive October" ?D72, nr unic t o m under ChapterHowever they lave ore: aTheoT ided a Y used for mftlal 001= with ann emaa address which alon with the d able t o thedre br ampublic dietamtneIf you codalicensed under sWD7 Personal Chapter 455, FS., please dick beff- Product Approval Accepts Credit' Card Safe Ar iAnkirilrlina.nro/Dr/or aDD lst.aspx 11/29/2017 Florida Building Code Online Page 1 of 2 s ranal Re.aln= y _ i r_ 'FacA o>e : a-D sia6s .so::rcrtnae+i b a Product Approval i r USER: Public User Product Approval Menu > Produd or AOpRicatign Search > Apoflatlon List > Application Deoll FL # r Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Data Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216-R2 Revision 2014 Approved u InterWrap, Inc 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@I nterwraP.com Eduardo Lozano eloza no@I nterwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778) 945-2891 eloza no@lnterwrap. oom Roofing Underlayments Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 Inter ek Testing Services NA, Inc 11/17/2018 John W. Knezevich, PE W Validation hecldlst - Hardcopy Received FL15216 R2 COI 2015 01 COI Nieminen.cdf 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 A rlFl ncr,Y7n;;ram=v GEVX0wtDgV3... 11 /29/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Date Revised 10/10/2017 FL #k Model, Number or Name 15216.1 RhlnoRoof Underlayments Limits of Use Approved for use in HVHZ. No Approved for use outside HVHZ: Yes impact Resistant: N/A Design Pressure: N/A Other. See ER Section 5 for Limits of Use. Description Synthetic roof undertayments Installation Instructions FLI 216 R2 r' 2015.04 FINAL PR INTERWRAP RHINOROOF FL15216- R2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL15216 R2 AE 2015.04 FINAL ER INTERWRAP RHINOROOF FL15216-, R2.odf ' Created by Independent Third Party: Yes each Contact Us :: 2601 Bair Stone Road Talhhaar_ R3M Phone: 65n-487-1824 M D07-2013 at Florida.:: PrNa[v *—'?amennt " :: Refund Statement The state ar Ronda Is an Aq/ff0 emD oYer• '_"..' _ do Under Roride law, emall addresrs are public records. If you do nut wan'y e-teaaddressohave any released Q response estions, e toplea mnb 8s Sr7• request * Pursuant send to eledn 45 ma8 to , Fl entity. Sirutrad, mrtbc the otrhQ by phone by Section 455.275I1), Ronda statutes, e:TeJsive Or oer 1. 7Al2. III 8,p^wf under 17haP r 455, FS must provide the Department with o do not wish t U supply have one. The effialls proMed a personal address, die Provide the Depa, b.—¢ ^ an enuD aay beusedforoMcwddressWhichomadeiaavailable to emall the arepublic detetrmdne 7 youareda licensee underChapter 455, FS, please coder here . Product Approval Accepts M Credo Card Safe 11 /99/ 7017 INDg e-w 1,1.tw f- QTRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certylcate of Authorization #9503 353 CHRISTIAN STREET, UNrr#13 ERD 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 oconstructionmaterialsintheStateofFlorida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referencedQualityAssurancedocumentationchanges, or provisions of the Code that relate to the product change. Acceptance ofthisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, P.E. if the productchangesorthereferencedQualityAssurancedocumentationchanges. 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 " rrinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer oritsdistributorsandshallbeavailableforinspectionatthejobsiteattherequestoftheBuildingOfficial. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The farsirnk m,.,ml ecMnrhl w audwrtted by Robert NlembrAPi. on DI/Z. IZM& This daft not serve w an elect:rnnln0y signed dommetrt. SiDied, sealed hardooples have been tmrornitud to the pmductApproval Administrator and to the named ebmt CEFmFicAT10N OF INDEPENDENCE end to acquire or will it acquire, a financial interest in any company manufacturing orI- TriniityIERD does nut have, nor does it int distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing manufacturing or distributing products for ling products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company which the evaluation reports are being issued. cial interest in any other entity involved in the approval process of the 4. Robert Nieminen, P.E. does not have, nor will acquire, a finan product 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the DesignerprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. I T RINITYI 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 theintentoffollowingsectionsoftheFloridaBuildingCodethroughtestinginaccordancewithapplicablesectionsofthefollowingStandards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Standard Year Section 1507.23,150753, T1507.8, Properties Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.93,1507.95 on Heating 2005 1507.23, LW753,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 1507-53 Heating, Liquid Water Transmission, Breaking strength, Dimensional Stability 3. REFERENCES: Reference Date Entity Examination 100539395COQ-006 10/27/2011 ITS (1509) Physical Properties Physical Properties 100539395COQ-002 201/ ITS (TST1509) ITS USMD9) Physical Properties 100539395COQ 006 0/14/Z0143 11/17/2014 ITS (QUA1673) Quality Control Inspection Report 4 PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTMD226, Type I or Type II felt or D4869 Type II felt RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Ere 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 Undedayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not fisted, a request may be made to the AW for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underiayments are follows: TABLE 1: ROOF COVER 6Pri6NS Asphalt Wood Shakes Slate or Na0-On Tile Foam-0On Tile Metal & Shingles Simulated SlateUnderaymentShingles RhlnoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longerthan 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 Underiayments in compliance with manufacturer's published installation instructions and therequirementsforAMAD226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Evaluation Report 140510.02=-R2 Exterior Research and Design, I.I.C. FLIM6-RZ certfrcate of Authorization R9503 Revision Z: 04/Z7/2015 Page 2 of 3 QOTRINITYIERD 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-inchdiameterof plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The staples is prohibited. 6.4.2 Single Laver Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. for exposure < 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 publishedinstructions. positionedover cap nails. If this occurs, remove the cap nail and patch the hole in accordance with InterwraP 6.4.3 Double Layer; 2.12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 14nch starter strip along the eaves Place a full -widthsheetoverthestarter, 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 p'ERMrr REQUIREMEIM: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTYAssURANCE ENTITY: IntertekTesting Services NA Inc-ETL/Wamock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report I40510.0212-112 Exterior Research and Design, LLG R-13 16-RZ Certlfxcate ofArthorizotion #9503 Revision 2: 04/Z7/2015 Page 3 of 3 Page 1 of 1 Florida Building.Code Online elf - I} .: -- '. rit-Y Jv f11,:• .:y% siness 8 Professional:Regulation__ mf tRS; r,na? uavLtem gKa :> OR b a Product ApprovalrausER: Public user Search Results - A lications FLU Tvoe Manufacturer ProduR Aovrval Menu > - 3 R ar Aoofiratlon Application List Search Criteria Code Version 2014 ALL FL# Product Manufacturer Application Type ALL Subcategory Category ALL Compliance Method Application Status ALL Quality Assurance Entity Contract Expired QualityAssuranceEntityProduct Model, Number or Name ALL Product Description Approved for use In HVHZ ALL Approved for use outside HVHZ Impact Resistant ALL Design Pressure Other AL 16 - Revision MILLENNIUM METALS INC. R3 Category: Roofing H stow Subcategory: Roofing Armories that are an Integral Part of the Roofing System Approved by DBPR APProva7s by DER sha0 be reviewed and ratltled try the POC aruUor the ronvnision it rheassary• Refine Search 16568 ALL ALL ALL ALL ALL ALL ALL Validated By I Status Steven M. Urich, (Approved PE 717) 317-8454 on iL d Talhh Phane•8Gn-467-iB24 The State of Florlda is an WEED employer. -'D•+ cr of Rorlda.:: "'•'n cratem :: :: T' t to UnderFloridalaw, emall addresses are public records Ir you do not wart YewS. e-rtoll cadres rdrased in response m a vubDc-retards reW sC do not ame de orhie 497. 1.395. MR to this entL y. kstead, contact the office by Phone or by traditional mall. If You ha a arty esti nrrn'ldr aPmss's th coDeydartmr B' t with an emall ddres If ot wish to sectionelectronic455.275L1), Florida Statute, dredive Octoftrber L 2012. Bmtsas licensed under chapter _ sup* thehave one. The ern is provided r Probe Yy be a used tr ed with an emaimyxjal caaddresswhichadavailabletothepublic.Todetermine U You area nticonsee dv chapter 455, FS., Plem click hM- Product Appal Ats 0® x' CUlII1 NLIHIC 11 /ini? nl7 Florida Building Code Online Page 1 of 2 FiC3MW siness0i CAN.?Ir OF.- - -' ,r-• -_ ^\ :r SYL .' Bu.l-Professiona(Regulatign 7 dAbolar FUda ProductAPProval 8 USER: Public User yy mm taeve6r3saF Product > E02MEJX622nojHort Search > Aooriotion Ust > ADPlimdon Det3 RL16568- R1 FL # Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MILLENNIUM METALS INC. Address/ Phone/Email1333 NAMES STREET EXP JACKSONVILLE, FL 32202 877) 358-7663 tmccogan@aol. com Authorized Signature James Bucher jimmy@cbuekinc- net Tonya Steele Technical Representative 10200 Eastport Road Address/ Phone/Email Jacksonville, FL 32218 904) 358-8366 tDnyac@mml2000. net Quality Assurance Representative Address/ Phone/Email CRoofing athgory Roofing Accessories that are an Integral Part of the Roofing System Subcategory Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer EZ Evaluation Report - Hardc opy Received Florida Engineer or Architect Name who developed James L Buchner, P.E. @ CBUCK, Inc - the Evaluation Report PE-31242 Florida License Quality assurance Entity Keystone Certifications, Inc Quality Assurance Contract Expiration Date Stev0en M. Urich, PE Validated By 0 Validation Checklist - Hardcopy Received Certificate of Independence a 165 Ri COI cffWffndeo.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1709.2 w 1- 1n I')r%47 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 03/02/2015 Date Validated 03/02/2015 Date Pending FBC Approval 03/ Date Approved (} 4/15/2015 5/2015 Summary of Products FL # Model, Number or Name Description 16568.1 "MMI-2- Off Ridge Vent Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. 4', 6', 8', 10' Nominal Lengths Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +N/A/-75 Other. Refer to evaluation report for conditions and limitations of use. Refer to manufacturees•installation instructions as a supplemental guide. 16568.2 I MMI-2B Off Ridge Vent Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Refer to evaluation report for conditions and limitations of use. Refer to manufacturer's Installation Instructions as a supplemental guide. Installation Instructions F136568 RI Tr 01 MMr-7 offRidaeVent-ASTME330- Steel FVALREPORT.Ddf Verified By: James L Buckner, P.E. @ CBUCK, Inc. P.E. 31242 Created by Independent Third Party: Yes Evaluation Reports AcrM. .E330FI16568RIAE01MMI-2 OffRidaeVent- Steel FVALRFPORT.Ddf Created by Independent Third Party: Yes Steel or Aluminum Off Ridge vent with Detachable Baffle for shingle roofs mechanically attached to Plywood Deck. 4', 6', 81, 10' Nominal Lengths Installation Instructions Verified By: James L Buckner, P.E. @ CBUCK, Inc P.E. 431242 Created by Independent Third Party: Yes Evaluation Reports FL16568 RI AE 02 MMI-2B OffRidoeVent-TAS 00 EVALREPOR1.0 Created by Independent Third Party: Yes Fade N® ranM,Lj&:: 26M 13131rStOTICored 'hllalw FL 32399_ Phone: 85D-487-SBZ4 7t,e State of Florida Is an AN® err>ploYer• C00 dQM2pp7-2m a ate. of FmidL :: B± nLSWC=1t :: m dh11M 5* *moment :: Bilmd-S tE Under Florida w, enn0 addressers are public records 1f you do not want your e••null address released In response to PuNlCgemrds rc4, do not send dectronlc ma0 to this enMy. Instead, contact the once by phone or by traditional rrnn. u you have arry w D contact neat with an . ' all add re to Sr fon 455.275(1), Florida StaiubL. effective October 1, 20> I nsee5 Dan' under Chapter 455, F.S. norst prwlde the Departrrwd with an ert+a0 address Ifonotwishto they have one. The muffs Waded y r with an an address rid mkalonwiththe dsLHoweveravaMdetotheWblleaTod re be rmina ttyou arlicrecord. 31 youea floensee under supply a personal address, Ply Pronn Chapter 455, FS, PIS && h=• . Product Approval A=Bytt Cl-Urll\?IF1Itll Aqw ME -FA I-ED"', INC. 10200 Eastport Road Jacksonville, F132218 877-359-7663 Off Ridge Vent Installation (with or without detachable baffle) A. Preparation of vents will beToprepareroofforinstallationitwillbenecessarytodeterminehowmanyandwhattype needed for the project Off Ridge Ventilation should be installed as evenly as possible across the roof section. The roof vent should be installed a minimum of 6" off the peak of the ridge. Cut out sizes are located below in Table 1-1. IMPORTANT NOTE: DO NOT CUT INTO RAFTERS OR TRUSSES. When installing vents on an existing shingle roof remove shingles from the sides and top of the opening. Remove any nails that interfere with installing the vent This typically includes nails that are to be 3" within the body of the vent Shingles and existing nails should remain on the bottom slope up to the cut opening. Roof cement is necessary around the perimeter of the underside of the vent to seal it to the underlayment orshingles. The cement should also be installed on the vent completely cover back and side flanges. The cementshouldbe'/4" thick and should extend 2" onto the underlayment The lower portion of the vent should alreadyhaveshinglesinstalleduptothecutopening. The lower portion of the vent should sit on the roof cementShinglesshouldbeinstalledonthebackandsideflangesoftheventAllnailareasshouldbecoveredwith cement B. Opening & Positioning This allows a minimumThecutopeningshouldbepositionedaminimumof10" from the back flange. clearance of 2-12" from the roof to the top of the vent The vent should be centered horizontally over the Opening. Table 1-1 Off Ridge Vent Installation Chart LenLrth Net Free Area (sa in) Cut Out Size 4' 115 46" x 2-12" 6' 175 70" x 2-12" g' 235 94" x 2-12" 10, 295 118" x 2-12" C. Fastening of the Off Ridge Vent 1) If using detachable baffle, attach the baffle by sliding it onto the lower flange of roof vent Care should be taken to see it is flush with front Range of vent See= as indicated on drawing 2) Fasten the top, side, and lower Range with a minimum of 1-12" ring shank nail 4" ecenter. Ihe nail should be 1-l2 inches from the edge of the Range and 1-12" from the comers of the vent Nail must beASTMF7667 complimd In accordmrce with Florida Building Code Section 15. Millennium Metals manufachires off ridge vents in the following gauges of steel & alumimmn Alumimon available wish detachable bq k only), which meets the requirements of the 2010 Florida Building Code (chapter 15). 26 gange (.0179 min) AZ50 Acrylic Coated Galvalume Steel 26 gauge (.0179 min) ASTM A-653 Steel G-90 Commercial Steel Type B 26 .0179 min ASTM A-755 Ptd Steel Commercial Steel Type B ptd Ahiminum .025 min ASTM 13-209 * tr aab affable„ ace, dmaa air 3offir warm F7arida prodaGAppra Page 1 cBuei Engineering Specialty Structural Englneerinq CBUCK, Inc Certificate of Authorization {t8064 Evaluation Report MMI-2B" off Ridge Vent with Detachable Baffle Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.2 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: Material: Support: MMI-2B" Off Ridge Vent with Detachable Baffle Steel or Aluminum Wood Deck Prepared by: James L Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager. Youry Demosthenes Report No.15-104-MMI-2B-0RV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1-7 suo%, P: jc sF•• F . No31242 * o * = STUEIDF pp Q S,,Ijbr.lm tLBuci=M 2015.03.02105751 -05100' CBUCI , Inc. 1399 N. INan Drive, Su'lte 4, West Palm Beach, Florida 3340300.10 IR1.6eiro• www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-fAM-2B-ORV ER_14 CBU,Cl< . engineering Page 2 of 7 " Sppclatty Struct'ur a1-` lng1r1E'Pfinq CBUG41nc Certificate ofAuthorization #8064 Manufacturer: Millennium Metals, Inc. Product Name: "MMI-213" Off Ridge Vent with Detachable Baffle Product Category. Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/ System "MMI-26" Off Ridge Vent with Detachable Baffle Description: Steel or Aluminum off ridge vent for shingle roofs mechanically attached to plywood Deck. Product Assembly .as Refer to Page 4 of this report for product assembly components/materials & Evaluated: standards: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/ 32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 :12 or Greater FL#: FL 16568.1 R1 Date: 2 / 26 / 15 Report, No.: 15-104-MM-2B-oRvrER 14. CBUCK Eno.1l i erin Page 3 of 7 CBUCK Inc Certificate of Authorization #8064 SP a Sutural Englneerinq. isperformed to Performance standards: The following test protocoodw etas not addrdemonstrate essed specific with the specifically in the code. intent of the code as this pr en Rain Resistance and/or increased TAS- 100(A)-95 - Wind and Wind Driv Windspeed Resistance of soffit Ventilation Strip and Continuous or Intermittent Ventilation system Installed at the Ridge Area. Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of theFloridaBuildingCode, as related to the scope section to Florida Product scope: Approval Rule 61G20-3.001. Limitations and Sco a of "Limitations and Conditions of Use' for this evaluation: This evaluation report for "Optional Statewide Approval" contains which finical Conditions of Use: documentation, specifications and installation method(s) Limitations and Conditions of Use" throughout the report in accordance with Rule61G20-3.005. Per Rule* 61G20-3.004, the Florida Building Commission is theauthoritytoapproveproductsunder "Optional Statewide Approval". 0 ion fora olication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code'. Any the Florida modification tinof b theproductasevaluatedinthisreportandapprovedYng Commission is outside the scope of this evaluation and will be the responsibility of others. This product has been evaluated to a maximum height of 33 feet This product shall not be installed on roof slopes less than 2 :12. Refer to applicable building code forventilation requirements. Design of support system is outside the scope of this report FireClassificationisoutsidethescopeofRule61G20-3, and is therefore not included in this evaluation. Thisevaluationreportdoesnot evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) pro Quality Assurance: The manufacturer has demonstrated compliance odeand Rule of panel 05 ducts for in accordance with the Florida Building audited by an approved quality manufacturingunderaqualityassuranceprogramassurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16S68.1 R1 Date: 2 / 26 / 15 i Report No.:15-104-MM-2B-0RV-ER_14 CeUCK Engi eerInca Page 4of7 CBUCK, Inc Certificate ofAuthorization #8064 Spec c5f -W Structural Engineering Components/Materials Ridge Vent: "MMI-213" Off Ridge Vent with Detachable Baffle Steel by Manufacturer):. Material Type 1: StSt26 gauge (min.) Thickness: Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Material TYPe 2: Aluminum Thickness: 0.025" (min.) Alloy Type: 3105-1-114 with FBC Section 1507.4.3: CorrosionResistance: In compliance ASTM B209 Nominal Dimensions: Width: Height: Lengths: Fastener( s): Base Fastener P u rp.ose: Type: Size : Corrosion Resistance: Standard: 24" 4- 1/2" 2' , 4, 6', 8' and 10' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Alternate Fastener. Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : # 10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Asbestos -free asphalt based roof cement w/ SBS rubber Type: Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: - FL 16568.1 R1 Date: 2 / 26 / 15 11 // f tr f t 'Report No.:1.5-1o4-MM-2B-oRV-ER_14 cE3UC E 1 11 per1ng Page 5 of 7 Speclditj 5mictur df En9ln ln9 CBUC14 Inr- Certificate of Authorization ##8064 Installation: Installation Method: Refer to drawings on Pages 6 7 of this report) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Slide baffle onto lower roof vent flange and secure with nails or screws spaced 4" o.c. Attach vent top and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2B Off Ridge Vent with Detachable Baffle" assembly in compliancewiththeinstallationmethodlistedinthisreportandapplicablecodesectionsofFBC5thEdition (2014). The installation method described herein is in accordance with the scope of this evaluation report Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: L TA5100(A)-95 Test Architectural Testing, Inc-(FBC Organization ##T5T ID: 1527) Report #-. D0249.01-450-18, Report Date: 8 / 29 / 13 I Quality Assurance By Keystone Certifications, Inc. (QUA ID:1924) Millennium Metals Licensee # 423 3. Certification of Independence By James L Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 165 68. 1 R1 Date: 2 / 26 / 15 . N CE,3U- CK Erioirieeri g Pagert dr: 6 04 MM-2B ORV-ER_14 N y Structural Englne rin9 ® ucK, Inc. tifiCecate of Authorization 48064 Installation Method Millennium Metals, Inc. MMI-2B" Off Ridge Vent with Detachable Baffle Attached to Wood Deck Profile Drawings r—'Mn Side View (Not To Scale) Typical Fasteners) 11 Gauge Ring Shank Roofing Naal OR 10 min wood Sasms m ll/, m-2" Steel Off Ridge Typical. Fasteners) 11 Gauge Ring Shank Roofing Nail OR 10 min Wood SavNs Detachable Baffle Two pies system that slidesrT47ront) S'o pad Deck into lower flange of vent and secured with fastenerse spaced 4° o.c. Typical Side View (Not To Scale) Hgher Slope kBack) FL#: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-1o4-MM-2B-0RV-ER_14 : CBUCK Encil eL, ring Page 7 of 7 SpeclatW Structu ral Englrm erinq tifiCBUC141nc_ Certificate of Authorization #i8064 Installation Method Millennium Metals, Inc. rMMI-2B" Off Ridge Vent with Detachable Baffle Attached to Wood Deck 112" o.c. 4" o.c. 1 12" T47o.c. Typical, Ma)dnuun Typical Fasteners) aseUGaugeRingShenkNail $ Flange OR 10 min. Mod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) o. Nominal Lengths 4 FL 6 Ft 8 Ft. 10 Ft , i Wtachable Baffle Two piece system that slides into lower fiange of vent and sea.ued with fasteners Iy spaced 4r o c. Typical Fastener(s) 2/° -11 Gauge Ring Shank Roofing Mal OR Io min. Wood Screws ti Typical Ridge Vent Assembly isometric View (Not To Scale) 1 LL N I 11 lJ M ET.ALE3, I" C . 10200 Eastport Road Jacksonville, Fl 32218 877-358-7663 Off Ridge Vent Installation (with or without detachable baffle) A. Preparation of vents will beToprepareroofforinstallationitwillbenecessarytodeterminehowmanyandwhattype needed for the proj ea Off Ridge Ventilation should be installed as evenly as possible across the roof section. The roof vent should beinstalledaminimumof6" off the peals of the ridge. Cut out sizes are located below in Table 1-1. JWoRTANT NOTE: DO NOT CUT INTO RAFTERS OR TRUSSES. VJben insalina vents on an existing shingle roof remove shingles from the sides and top of the opening'. Remove any nails that interfere with installing the vent This typically includes nails that are to be 3" within the body of the vent Shingles and existing nails should remain on the bottom slope up to the art opening. Roof cement is necessary around the perimeter of the underside of the vent to seal it to the underlaymmA orshingles. The cement should also be installed on the vent completely cover bark and side flanges. The cementshouldbeYA" thick and should extend 2" onto the undexlayment The lower portion of the vent should alreadyhaveshinglesinstalleduptothecatopening. The lower portion of the vent should sit on the roof cement. Shingles should be installed on the back and side flanges of the vent All nail areas should be covered with cement B. Opening & Positioning This allows a minimumThecutopeningshouldbepositionedaminimumof10" from the back flange. clearance of 2-12" from the roof to the top of the vent. The vent should be centered horizontally over the opening'. Off Ridge Vent Installation Chart I&njzffi Net Free Area s-q ml Cut Out Size 4' 115 46' x 2-l" 6- 175 70" x 2-IX 8' 235 ' 94" x 2-1X Table I1 10, 295 118' x 2-1l2" C, Fastening of the Off Ridge Vent of roof ventanIfusingdetachablebaffle, attach the bafi9e by sliding it onto the lower flange CareshouldbetarntoseeifisfinalwithfrontflangeofventSecureasindicated on draovm8 and lower flange with a minimum of 1-12" rug shank nail 4' on 2) Fasten fhe top, side, cent=. The nail should be 1-1/2 inches firm the edge of the flange and 1-in" from the comers of the vent Nail must be AS1%F7667 compfimrt in aecnrdmue with Norida Buffftg Code Section 15. Ivfilem= Metals 'mamifficturas off ridge vects in the following gauges of steel & aluminum Ahm= m available with dctar3hzblr baffle o„ ty), which meets the regafimmenfs of the 2010 Florida Building Code (chaptrr 15). 26 gangs (.0179 min) AZ50 Acrylic Coated GaIV'Shn a Steel 26 gmmge (.0179 min) A.STM A-653 Steel G-90 Commeresal Steel Type B 26 . 0179 min ASTM A 755 Ptd Steel Commercial Steel Type B Ptd Aluminum .025 ASTM B-209 ls® b'MUUaWVa dd=hah& hgfflg dinm Florida Pmdad fpF+e L Page 1 Florida Building Code Online Page 1 of 1 AM , r'_twl M1A alrRepufat-- s! Florida n useR: PubuProduct Atkerroval r. 1 vl Product Aoomval Menu > Product or AoDI•ic,220 Search > Application ust Code Version 2014 Application Type ALL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use In HVHZ ALL impact Resistant ALL other ALL earth Results - A lications FL Tvoe Manufacturer FL# Product Manufacturer Subcategory Compliance Method Quality Assurance Entity Contract Expired Producf Description Approved for use outside HVHZ Design Pressure FL17867 I New I Lott's Concrete Products _ V - Category: Structural Components Subcategory: Products Introduced as a Result of New Technology a Refine Search 17867 ALL ALL ALL ALL ALL ALL ALL Validated By Status Thuy H Huynh Approved 813)645-0166 The State of Florida Is an AN® employer. l"!0 rejeased in response to a public -records request, o not und Under Rockies law, ernali addresses are public records. V you do notor by want your e-mall addrelmad. If 1'ou have anY questions, please contact 885 .4E7.095. d- Pursuant to eiecbonic ma0 to this entity. Irv ad, contact the office by D with an ema0 address V Section 455.275(1), Florida Statubs, er lve October 1, 2D12, 1 "L"" licenser] under Chapter 455, FS must Provide the DeyarbnentbeusedforofficialcommunlatlonwiththelicensorHoweverernalladdressesarepublicremrd. if you do not wish m supply apervrrW aadddress, deco Provide the DePa^t with an ernall address which can be made mllable to the public— To determine If You are a licensee undo Chapter 455, FS., please dick ham . Product Approval Adepts R® l"SCCUilI1'iFTR1CS 1—. 11/29/2017 Florida Building Code Online Page 1 of 2 BOSH.. ! v>o hn user Reohmation I Hot Tapks I Submit Surcharge I Sorts a Facts i Pub6otlorm ; Fee 5tae I ea5 Site Map ; unla Search bpr d Product Approval eeyc USER: Public User C- Product Aoorvval Menu > Prodtrc* or Aool'atbn Search > Aoolkatlon Ust > Application Ddall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email h Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Arc hited Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL17867-RO New 2014 Approved Loa's Concrete Products P.O. Box 77125 Writer Garden, FL 34777 407) 656-2112 precast98@aol.com John Hoy jhoy@florida-engineer.com Structural Components Products Introduced as a Result of New Technology Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received John Hoy PE-55312 Keystone Certifications, Inc 11/01/2023 Thuy H Huynh 0 Validation Checldist - Hardoopy Received FL17867 RO COI Letter of Independence r) Referenced Standard and Year (of Standard) Standard ACI 318 ACI 530 ASTM A416 ASTM A615 Equivalence of Product Standards Certified By Sections from the Code Year 2011 2011 2006 2009 r I....... rl,..:.1 .F.,,;I.i;nn nrn /nr/nr ann Hf1.asox?oaram=wGEVXQwtDgt2... 11 /29/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 07/03/2015 Date Validated 07/03/2015 Date Pending FBC Approval 07/09/2015 Date Approved 08/20/2015 Date Revised 10/14/2017 FL # Model, Number or Name Description 17867.1 Lintel 8, Precast/ Prestressed Lintels Limits of Use Installation Instructions Approved for use in HVHZ: No FL17867 RO II Installation Instructions Ddf Approved for use outside HVHZ: Yes Verified By: John Hoy PE 55312 Impact Resistant: N/A Created by Independent Thlyd Party: Yes Design Pressure: N/A Evaluation Reports FL17867 RO AE Sin Lintel Load Tables.odf Other: FL17867 RO AE Letter of Evaluation.Ddf FL17867 RO AE OUBlity Control Manual Ddf Created by Independent Third Party: Yes Bads Contact Us :: 2501 Blair one Road 7a8aha a FL »voo Phone' 850-487-1824 The State of Florida Is an A VEM empbYu. C&O'kht 2007-201; Slate of Florida.:: H$ :: E :: Rdtnd thxrhent Urdu Florida law, ema8 addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not sendelectronicnailtothisentfty. instead, contact the office by phone or by badtd=W mall. If you have any questions, please contact 850.487.1395. -Pursuant toSection455.275(1), Florida Statutes, effective October 1, 201Z li+saes licansed under Chapter 455, F.S. must provide the Department with an eman address Btheyhaveone. The anans provided may be used for ortldal communication with the n¢rsee. However emall addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Depart ent with an a nall address which on be node available to the public To determine it you are a licensee underChapter455, FS., please dick Liens. Product Approval A , I Ems I securit%.. TRIC! a.__.,lira/nr/nr ann (1f1-acnx?oaram=wGEVXQwtDQt2... 11/29/2017 Engin eel°'®1195a9UIi0IM5 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, = — CA No. 26300 — (Mall): Nv bOx icsa trnysludi). icoV-V U-y — « San Antonio, FL 33576 — Ph: 35215BB — 5311 Fx 3521588 — 5411 Web: www.flohda-engineer.com A 30 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION D' PERMIT APPLICATION Application No: 8 - `1 Documented Construction Value: S y lt7U Job Address:_ H0,nL.0D-Y±Jh Historic District: Yes N Parcel ID• o Residential Commercial Type of Work: Neu, Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name Phone:rJ Street: Q Ll , Resident of property? City, State Zip:(n N j Q Na Str Cit Name: Street: City, St, Zip: Bonding Company: Address: rmation Phone: -i r - Fax: L- - }- State License No.:. Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges -figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 1 8 gnature of Contractor/Agent Date ST ca r bocce 7fin.Contractor/Agent's Name Signature of Notary -State of Florida Date r t PAMELASTERNUS Commisslon lIGG 110622 r Explms August 7,2021 l k b gybadnruOW041Notary Safts Contractor/Agent i Personally Known to Me or Produced ID a of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Mitt. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Job Address: Parcel ID: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION bp ) lApplicationNo: , 1 l v n Documented Construction Value: $ y r Historic District: Yes No)?D Resider' Commercial Type of Work: New// Description of Woll Alteration Repair 'D'tw Change of Use Move Plumbine New Residential Plan Review Contact Person: Khrissv or Jamie Phone: 407-323-7515 Fax: 407-323-8954 Title: Clerical info@ani-orlando.com Property Owner Information Name Street: City, State Zip: Phone: Resident of property? : n r, Contractor Information Name Advantage Plumbing, Inc. Phone: Street: PO Box 1117 Fax: City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Bonding Company: Address: 407-323-7515 407-323-8954 State License No.: CF-0057881 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code In effect as of that date: 51° Edition (2014) Florida Building Code Revised June 30. 2015 Phi 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 eateulate 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 AFF'1DAVIT: I certify that all of the foregoing information is accurate and that all worts will be done in compliance with all applicable laws regulating construction and zoning. Signature of Ovmeditent Date — Print OwnedAbmt'a Name Signanne of NotmySnte of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID SignatonofContnotodAgem 1 Data A. Thomas Smith Print Curt w or/Agent's Name j J _/ 18 Signs rc of , 'ahry sMeetpry_ Date Ec` NOTARY PUBLIC STATE OF FLORIDA Cam* OG136M Expires 8121/2021 Contractor/ Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building C] Electrical Mechanical Plumbing Gas Roof[] Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER ENGINEERING: FIRE: BUILDING: COMMENTS: Rsvised Jude 30, 2013 Permit Application UNIVERSAL UES Project No: 0110.1700732.0000 Workorder No: 9396703-3 ENGINEERING SCIENCES Report Date: 8/27/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.4210504 • F: 407.423.3106 /J_ 9 In -Place Density Test Report Client: Ryan Homes 4307 Vineland Road, Suite H2O Orlando, FL 32811 Project: Kensington Reserve, House Lot Testing UES Technician: Sammie Edwards Date Tested: 08/27/2018 3998 Brisson Avenue, Sanford, Seminole County, FL 32773 Area Tested: 3718 Hanworth Loop (Lot # 14) Type of Test; Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture 1%1 Field Dry Density per Field Moisture 1 Soil Compaction 1%) Native Depth inch) Pass or Fail 6 North West Corner of Pad 0-1 ft 105.4 12.2 107.3 7.8 102 N/A Pas: 7 South West Corner of Pad 1-2 ft 105.4 12.2 106.7 9.2 101 N/A Pas: 8 South East Comer of Pad 1-2 ft 105.4 12.2 108.2 9.4 103 N/A Pas: 9 North East Comer of Pad 1-2 ft 105.4 12.2 106.9 6.9 101 N/A Pas: 10 Center of Pad 2-3 ft 105.4 12.2 105.8 6.2 100 N/A Pas: Remarks: At time of testing, footings had not been excavated. All tests were performed on the inside of Pad Area. Tn n m.•h.n/ n.n{nn{:nn Fn I Inn•n.rnl'n nl:nn{r {hn D•.hl:n nn•d n..mnl..nr nll • -#n - n..h• W-4 ni -- r/:nnln nn•4 DESCRIPTION AS FURNISHED: Lot 14, 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. 1.00' NON VEHICULAR ESMT. ESMT. LINE NOT TO SCALE BRISSON AVENUE S 00"19'09" E ry6 75.00' 1 15' WALL I& LANDSCAPE Et3MT. I 27.68' 27.73' 27.76' 27.80' 12.49' 18.3' 16.0' 12.50' 0 0 o Ni r 15.7' LOT 14 W R PROPOSED MODEL a o SEASIDE - B LOT 13 o 2 CAR GARAGE RIGHT c00 O b ti ABC 8.67' 5.0' ENTRY 15.7' Cl 12.49' 7.7' In 10.7' 0 18.7' 12.50' WALK DRIVE 26.66' 25.29' 25.24' 2 .20' 10UTIL',ESMT. 18, ryh WALK CURB S 00019'09"• E 75. 00' HANX0RTh' L OOP 50' PRIVATE R/W) Lq T- 10 O LOT 15 00 ~ 140. 06_ -Ar- _P C,o PROPOSED - FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY PW§IIVIi Cl/Wg6 rt: A rUffrvl.',HtV PER DRAINAGE PLANS FRONT 25 PLOT PLAN AREA CALCULATIONS REAR 20' PROPOSED DRAINAGE FLOW COVERAGE = 4,040t SQUARE FEET OR 44.9Z SIDE5' FOR 40' LOTS Ocpll"EIMPERVIOUS LOT GRADING TYPE A LOT CONTAINS 9,000f SQUARE FEET SIDE 7.5' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS 26.7' LIVING AREA CONTAINS 3,137f SQUARE FEET SIDE 10' FOR 75' LOTS CONE LANAI PORCH CONTAINS 9031 SQUARE FEET SIDE STREET = 25' CRUSETNHEYER- SCOTT ASSOC.) 1A1`C, - LAND SURVEYORS LEGEND - LEGEND - r . PLAT PDJ . POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . FIELD 7TP. . TYr MAL NOTES: IP. IRON PIPE PRL POINT OF REVERSE CURVATURE UL - IRON ROD Ptt RAIN 07 COOOUND CURVATURE I. THE UNDERSIGNED DOES HEREBY COMFY TH4T THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF CA CONCRETE MONUMENT RAA •RADIAL PROFESSIONAL. SURVEYORS AND CLIPPERS IN CHAPTER 51-17 FLOMDA ADMINISTRATIVE CODE PURSUANT TO SECTION 47LO27, FLORIDA STATUES SET LR. . I/2• IR ./ILI 4594 NJL - NON -RADIAL 2. UNLESS EMRBSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RASED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC, RECOVERED V.P. WITNESS POOR J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS Pal. POINT Or BEGINNING CALC CALCULATED OR FASF?IETRS THAT AFFECT THIS PROPERTY. P. O.C. •POINT or COMNENCEMENNT Jell • PERMANENT REFERENCE MONUMENT i FF. BUILDING FLOOR 4, NO UNDERGROUND IMPROVEMENTS NAVE BEEN LOCATED UK Ra OTHERWISE SHOWN. CENTERLINE . 0.EVATION HLD TAR L DISK BSJ.. BUILDING SETBACK. LINE S. THIS SURVEY IS PREPARED FUR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. RN • RIGHT-OF-WAY Bll • BENCHMARKDA B. DIMENSIONS SHOWN FOR THE LOTION OF OIPROVELIFJRIS HEREON SHOULD NOT Be USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT BJ. - RASE REARING 7. BEARINGS. ARE 94SED ASSUMED DATUM AND ON ME LINE SHOWN AS BASE BEARING (9.a) GRAIN. - DRAINAGE UTIL. UTILITY B. ELEVATIONS IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF ID20, UNLESS OTHERWISE NOTED. CLJC. CHAIN LINK BCMC 0. CERTIFICATE OF AUTHORIZATION No. 4596 VDFC • WOOD FENCE C/ B CONCRCTE ROCK P. C.POINT Or CURVATURE SCALE — 1- 20 — DRAWN BY: ••• P. T. POINT Or TANGENCY DESC. - DESCRIPTION 0 CERTIFIED BY. a!T _ , ORDER No. ARAC L EHGTI PLOT PLAN 06-26-2018 4125-16 D TELiA C CHORD C. R. - CHORD SCARING NORTH THIS BUILDINC/PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM• i GRUSEN R. / 4714 ZONE - X- MAP / 12117CO09OF (09-28-07) W SCOEYER, R.L.S 1 4801 Revision V Response to Comments 13 Permit # 18-0917 City of Sanford JUL 0 5 2018 Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Project Address: 3718 Hanworth Loop Contact: Tracy McDonald - Ryan Homes Ph: 407-692-9831 Email: trmcdona@nvrinc.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Submittal Date 7/3/2018 Fax: General description of revision: Elevation change from "D" to "B" -o-- AD roQape- E'ht ROUTING INFORMATION Approvals Utilities Waste Water _ Ok to construct single family home Planning with setbacks and impervious area shown on plan. Engineering 5e as Cie - 3 Fire Prevention Building SF -7• - i$ RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 14KensingtonReserveSeasideBGR Builder Name: RYAN HOMES Street: 3718 HANWORTH LOOP Permit Office: SANF RCity, 9 7State, Zip: SANFORD, FL, 32773 Permit Number: I SA1AV,.,,, Owner. Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone vy< 1. New construction or existing New (From Plans) 9. Wall Types (2341.9 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft2 b. Frame - Wood, Adjacent R=13.0 420.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2635.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2539.00 ft2 6. Conditioned floor area above grade (ft2) 2539 b. Knee Wall (Vented) R=19.0 96.00 ft2 Conditioned floor area below grade (ft2) c. c. R= ft2 11. Ducts R ft2 7. Windows(276.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 507.8 a. U-Factor. Dbl, U=0.35 208.42 ft2 SHGC: SHGC=0.29 b. U-Factor. Dbl, U=0.62 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.29 a. Central Unit 44.5 SEER:15.00 c. U-Factor. Dbl, U=0.34 3.75 ft2 SHGC: SHGC=0.31 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 46.5 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 5.206 ft. Area Weighted Average SHGC: 0.290 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2539.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 2539.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/ Floor Area: 0.109 Total Proposed Modified Loads: 70.17 PASS Total Baseline Loads: 70.72 1 hereby certify that the plans and specifications covered by Review of the plans and 4'114E Srg1 this calculation are in compliance wi a Florida Energy specifications covered by this,0, r Code. calculation indicates compliance vj`vii O withtheFloridaEnergyCode. inn "!'' : •` ;;:,„ PREPARED BY:" "'r- Before construction is completed u DATE: R-R_1A Rnntt Pratt this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as esigned, is in compliance Florida Statutes. CoD withtheFloridaEnergyCod . WE 4 OWNER/ AGENT: BUILDING OFFICIAL: DATE: 6/28 DATE: *f• V2- Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). REVISION 6/ 28/2018 9:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 GnRfUI Qd0F_7n17 PROJECT Title: Lotl4KensingtonReserveSea Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2539 Lot # 14 Owner Name: Total Stories: 1 Block/Subdivision: KENSINGTON of Units: 1 Worst Case: No PlatBook: Builder Name: RYAN HOMES Rotate Angle: 0 Street: 3718 HANWORTH LO Permit Office: SANFORD Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SANFORD , Family Type: Single-family FL , 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2539 23612.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2539 23612.7 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 206 ft 2539 ft' — 0.32 0 0.68 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 2750 ft' 528 ft' Medium 0.85 N 0.85 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2539 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 19 Batt 36 ft' 0.1 Wood 2 Knee Wall (Vented) Main 19 Batt 17 ft' 0.1 Wood 3 Knee Wall (Vented) Main 19 Batt 26 ft' 0.1 Wood 4 Knee Wall (Vented) Main 19 Batt 17 ft' 0.1 Wood 5 Under Attic (Vented) Main 38 Blown 2539 ft' 0.11 Wood 6/28/2018 9:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below It Omt Tn Wall Type Space 1 N Exterior Concrete Block - Int Insul Main 4.1 65 6 9 4 611.3 ft' 0 0 0.6 0 2 W Exterior Concrete Block - Int Insul Main 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft' 0 0 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 34 5 9 4 321.2 ft' 0 0 0.6 0 5 Garage Frame - Wood Main 13 45 0 9 4 420.0 ft' 0 0.23 0.3 0 6 E Exterior Concrete Block - Int Insul Main 4.1 15 6 9 4 144.7 ft' 0 0 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft' 0 0 0.6 0 8 N Exterior Concrete Block - Int Insul Main 4.1 10 0 9 4 93.3 ft' 0 0 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 2 6 9 4 23.3 ft' 0 0 0.6 0 DOORS Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 W Insulated Main None .25 3 8 24 ft' 2 Wood Main None .25 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 1 ft 0 in 1 ft 4 in None Exterior 5 2 W 9 Vinyl Low-E Double Yes 0.35 0.29 N 8.0 ft' 6 ft 10 in 0 ft 6 in Drapes/blinds None 3 W 2 Vinyl Low-E Double Yes 0.35 0.29 N 38.5 ft' 1 ft 0 in 1 ft 4 in None Exterior 5 4 S 3 Vinyl Low-E Double Yes 0.34 0.31 N 3.8 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 S 3 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 1 ft 0 in 1 ft 4 in None Exterior 5 6 S 7 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft' 15 ft 8 in 0 ft 2 in None Exterior 5 7 E 4 Vinyl Low-E Double Yes 0.35 0.29 N 64.8 ft' 1 ft 0 in 1 ft 4 in None Exterior 5 8 E 6 Metal Low-E Double Yes 0.62 0.29 N 64.0 ft' 11 ft 0 in 0 ft 2 in None Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 599 ft' 599 ft' 56 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2754.8 151.24 284.42 .302 7 6/28/2018 9:19 AM EnergyGaugeG USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 46.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 15 4415 kBtu/hr 0 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply — V Return — Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 507.8 ft Attic 126.95 Default Leakage Main Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan FebHeatingHJanHFeb Mar H Mar wprrpf Ma Jun Jul i May ri Jun rl Jul Auge Aur SeP Oct Oct Nov Nov Dec XDec Venting Jan Feb Mar pr [ May Jun Jul Aug Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (1ND) 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 6/28/ 2018 9:19 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 3718 HANWORTH LOOP, SANFORD, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.35 SHGC: SHGC=0.29 b. U-Factor. Dbl, U=0.62 SHGC: SHGC=0.29 c. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1921.90 ft2 Single-family b. Frame - Wood, Adjacent R=13.0 420.00 ft2 1 c. N/A R= ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=38.0 2539.00 ft2 2539 b. Knee Wall (Vented) R=19.0 96.00 ft2 c. N/A R= ft2 Area 11. Ducts R ft2 208.42Area ft2 a. Sup: Attic, Ret: Attic, AH: Main 6 507.8 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 3.75 ft= a. Central Unit 44.5 SEER:15.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 5.206 ft. 0.290 Area 14. Hot water systems 2539.00 ft2 a. Electric ft2 b. Conservation features ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compli fe ures. Builder Signature: Date: 6/28/2018 Address of New Home: 1718 Hanworth Loop City/FL Zip: 32773 kBtu/hr Efficiency 46.5 HSPF:8.50 Cap: 50 gallons EF: 0.95 4 3 W6 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/28/2018 9:19 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 3718 HANWORTH LOOP Permit Number: SANFORD , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display cans can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, 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 not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakagdArindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfrn per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 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. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filler boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct lightness criteria below. Dud tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free' in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Duds shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 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. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heal 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 heal 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. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -healing 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). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFMNVATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cf ntwatt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cf ntwatt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures 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 multiple -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 multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 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 R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50"F (10'C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F (4.8'C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 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. R403.11 Portable spas (Mandatoryke energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 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, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five 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 v6.0 6/28/2018 9:16:00 AM Page 1 0( 1 Manual S Compliance Report Job: Lot 1 4Kensington Reserv.. wrightsoft• p P Date: 1/14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Far 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: RYAN HOMES 3718 HANWORTH LOOP, SANFORD, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 35335 Btuh Entering coil DB: 78.3°F Outdoor design WB: 76.2°F Latent gain: 5295 Btuh Entering coil WB: 64.1°F Indoor design DB: 75.0°F Total gain: 40631 Btuh Indoor RH: 50% Estimated airflow: 1483 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Actual airflow: 1483 cfm Sensible capacity: 39040 Btuh Latent capacity: 6253 Btuh Total capacity: 45293 Btuh Model: GSZ160481B+ASPT47C14A 110% of load 1180% of load 111% of load SHR: 86% Heating Equipment Design Conditions Outdoor design DB: 42.30F Heat loss: 31456 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Model: GSZ160481B+ASPT47C14A Actual airflow: 1483 cfm Output capacity: 46500 Btuh 148% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1483 cfm Output capacity: 9.9 kW 107% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. Entering coil DB: 69.0°F Capacity balance: 34 OF Economic balance: -99 OF wrightsoft• 2018-Jun-28 09:18:53 Right -Suite® Universal 2018 18.0.13 RSU23828 Page 1 ACCA ...SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W Component Constructions Job: Lotl4KensingtonReserv... Wrightsoft• P Date: 1/14/2016 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM nrguect inTormation For: RYAN HOMES 3718 HANWORTH LOOP, SANFORD, FL 32773 Design Conditions Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr4b) 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 fP BNhM'-•F ffi•FiEath Bat hA' Bath Bath/fP Bath Walls 13A-2ocs Blk wall, stucco ext, r-4 ext bd ins, 8' thk, 1/2" gypsum board int fnsh: 13A-2ocs Blk wall, stucco ext, r-4 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 int fnsh Partitions 12B-Osw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 1.33 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mill no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (8 ft window ht, 0.17 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (1.33 It window ht, 1.33 ft sep.); 6.67 ft head ht n 672 0.201 4.1 5.57 3740 5.29 3557 e 337 0.201 4.1 5.57 1877 5.29 1785 s 490 0.201 4.1 5.57 2731 5.29 2597 w 120 0.201 4.1 5.57 670 5.29 638 all 1620 0.201 4.1 5.57 9018 5.29 8576 n 36 0.049 19.0 1.36 49 3.64 131 e 18 0.049 19.0 1.36 25 3.64 67 s 36 0.049 19.0 1.36 49 3.64 131 w 18 0.049 19.0 1.36 25 3.64 67 all 109 0.049 19.0 1.36 147 3.64 396 196 0.097 11.0 2.69 526 1.75 343 203 0.091 13.0 2.52 511 1.45 294 n 33 0.350 0 9.69 317 10.5 342 e 65 0.350 0 9.69 634 29.0 1893 s 33 0.350 0 9.69 317 10.8 353 all 131 0.350 0 9.69 1267 19.8 2588 e 64 0.620 0 17.2 1099 16.9 1083 s 4 0.340 0 9.42 38 10.6 42 2A-2om: 2 glazing, clr low-e outr, air gas, mill no brk frm mat, clr innr, s 33 0.350 0 9.69 317 10.5 342 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 15.67 ft overhang (5.3 ft window ht, 0.17 It sep.); 6.67 ft head ht wrighttsoft• 2018-Jun-28 09:18:53 t Right•Suite® Universal 2018 18.0.73 RSU23828 Page 1 AM...SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W 2A-2om: 2 glazing, clr low-e outr, air gas, mfl no brk frm mat, clr innr, w 8 0.350 0 9.69 78 20.0 160 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 6.8 ft overhang (8 ft window ht, 0.5 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mfl no brk frm mat, clr innr, w 39 0.350 0 9.69 377 29.0 1125 1/4" gap, 1/8' thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 1.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type w 24 0.390 0 10.8 259 12.0 289 n 21 0.390 0 10.8 230 12.0 257 all 45 0.390 0 10.8 490 12.0 545 Ceilings 16t3-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceiI ins, 1/2" 2540 0.026 38.0 0.72 1829 1.41 3590 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 206 0.989 0 27.4 5643 0 0 wrightsoft' 2018-Jun-28 09,18:53 Right-Suile® Universal 2018 18.0.13 RSU23828 Page 2 4CCl...SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Galc - MJ8 House faces, W Prot SJob: Lotl4KensingtonReserv.. wrightsoft• Project Summary Date: 1/14/2016 Entire House By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fas 407-333-3853 Web: WWW.DEL-AIR.COM Proaect Information For: RYAN HOMES 3718 HANWORTH LOOP, SANFORD, FL 32773 Notes: LS.6-28-18 Design Information 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 Structure 25177 Btuh Ducts 6279 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 31456 Btuh Infiltration Method Construction quality Fireplaces Area ( ftz) Volume ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Heating 2539 2539 23701 23701 0. 32 0.16 126 63 Sensible Cooling Equipment Load Sizing Structure 24445 Btuh Ducts 10890 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Ratelswing multiplier Equipment sensible load 1. 00 35335 Btuh Latent Cooling Equipment Load Sizing Structure 2960 Btuh Ducts 2335 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5295 Btuh Equipment Total Load (Sen+Lat) 40631 Btuh Req. total capacity at 0.75 SHR 3.9 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI Model GSZ160481 B Cond GSZ160481 B AHRI ref 8331292 Coil ASPT47C14A AHRI ref 8331292 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8. 5 HSPF 46500 Btuh @ 47°F 29 0 1483 cfm 0. 047 cfm/Btuh 0. 30 in H2O Input = 10 kW, Output = 33753 Btuh, 100 AFUE Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 12. 5 EER, 15 SEER 33375 Btuh 11125 Btuh 44500 Btuh 1483 cfm 0. 042 cfm/Btuh 0. 30 in H2O 0. 87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ti Ad- wrightsof[' 2018Jun-28 09:18:53 Right - Suite® Universal 2018 18.0.13 RSU23828 Page 1 ACCk... SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W wrightsoft- Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 14Ken singtonReserveSe... Date: 1/14/2016 By: FJF 1 Room name Entire House MASTER BED 2 3 4 5 Exposed wall Room height Room dmensions Room area 206. 0 ft 9. 3 1t 2540. 3 ft2 44. 0 ft 9. 3 11 heal/cod 1. 0 x 284.0 ft 284. 0 ft2 Ty Construction number U- value Btuh/ ftz•F) Or HTM Btutvftg Area ( ft2) or perimeter (ft) Load Btu h) Area ( ft2) or perimeter (ft) Load Btuh) Heat I Cod Gross I N/P/S Heat Cod Gross N/P/S Heat Cool 6 11 W L-- G 13A- 2ocs Blk wall, s 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2omd 16A- 19ad 13A- 2ocs Blk walls 2A- 2om 2A- 2om 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2om 11DO 16A- 19ad 12B- 0sw 0. 201 0. 350 0. 049 0. 201 0. 350 0. 620 0. 049 0. 201 0. 340 0. 350 0. 350 0. 049 0. 201 0. 350 0. 350 0. 390 0. 049 0. 097 n n n a a a a s s s s s w w w w w 5. 57 9. 69 1. 36 5, 57 9. 69 17. 17 1. 36 5. 57 9. 42 9. 69 9. 69 1. 36 5. 57 R69 9. 69 10. 80 1. 36 269 5. 29 10. 46 3. 64 5. 29 28. 96 16. 92 3. 64 5. 29 10. 58 10. 80 10. 46 3. 64 5. 29 19. 97 28. 96 1203 3. 64 1. 75 704 33 36 466 65 64 18 560 4 33 33 36 191 8 39 24 18 196 672 0 36 337 0 64 18 490 4 25 33 36 120 5 0 24 18 196 3740 317 49 1877 634 1099 25 2731 38 317 317 49 670 78 377 259 25 526 3557 342 131 1785 1893 1083 67 2597 42 353 342 131 638 160 1125 289 67 343 93 0 13 149 33 0 10 168 0 16 0 13 0 0 0 0 10 0 93 0 13 117 0 0 10 152 0 13 0 13 0 0 0 0 10 0 519 0 18 649 317 0 14 844 0 158 0 18 0 0 0 0 14 0 494 0 47 617 947 0 38 803 0 176 0 47 0 0 0 0 38 0 W V G 1 W W W P q L- D 12C- 0sw 11D0 16B- 38ad 0. 091 0. 390 0. 026 n 252 10. 80 0. 72 1. 45 12. 03 1. 41 224 21 2540 203 21 2540 511 230 1829 294 257 3590 0 0 284 0 0 284 0 0 205 0 0 401 CF 22A-td 0.9m 27.40 0.00 2540 206 5643 0 284 44 12D5 0 6 c) AED excursion 0 20 Envelope loss/gain 21341 19083 3961 3589 12 a) Infiltration b) Room ventilation 3837 0 1212 0 864 0 273 0 13 Inlemal gains: Occupants @ 230 Appliances/ other 5 1150 30001 1 230 600 Subtdal ( lines 6 to 13) 25177 24445 4825 4691 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 25% 459/6 0 0 25177 6279 0 0 24445 10890 259/6 45% 0 0 4825 12M 0 0 4691 209 0Total room load Air required (cfm) 31456 1483 35335 1483 60M 12846781 285 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgr t<so1Pt- 2018- 1un-28 09.18:53 Right - Suite® Universal 2018 18.0.13 RSU23828 Page 1 14CCl" ... SeasideBGR\Lot 14KensingtonReserveSeasideBGR.rup Cale - MJ8 House faces: W fF wrightsofr Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1 /14/2016 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area DINETTE 39.5 it 9.3 it heat/cool 18.5 x 11.0 it 203.5 ft' KITCHEN 16.5 it 9.3 it heaUcool 1.0 x 269.6 ft 269.6 Itz Ty Construction number U-value Btuh/ftz'F) Or HTM Btudvft2) Area (ft or perimeter (it) Load Btuh) Area (Its or perimeter (ft) Load Btuh) Head Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 W L--G W 13A-2ocs Blk wall, s 2A tom 16A-19ad 13A-2ocs Blk wall, s 2A-2om 2A-2omd 16A-19ad Blk wall, s 2A-2om 2A-2om 2A-2om 16A-19ad 13A-2ocs Blk wag, s 2A-2om 2A-2om 11D0 16A-19ad 1213-0sw 12C-Osw 11D0 16B-38ad 22A-td 0.201 0.350 0.049 0.201 0.350 0.620 0.049 0.201 0.340 0.350 0.350 0.049 0,201 0.350 0.350 0.390 0.049 0.097 0.091 0.390 0.026 0.90 n n n a a a a s s s s s w w w w w n 5.57 9.69 1.36 5.57 9.69 17.17 1.36 5.57 9.42 9.69 9.69 1.36 5.57 9.69 9.69 10.80 1.36 269 252 10.80 0.72 27.40 5.29 10.46 3.64 5.29 28.96 16.92 3.64 5.29 10.58 10.80 10.46 3.64 5.29 19.97 28.96 12.03 3.64 1.75 1.45 1203 1.41 0.00 103 0 0 173 33 0 0 93 0 0 33 0 0 0 0 0 0 0 0 0 2D4 204 103 0 0 140 0 0 0 61 0 0 33 0 0 0 0 0 0 0 0 0 2D4 40 571 0 0 779 317 0 0 337 0 0 317 0 0 0 0 0 0 0 0 0 147 1082 543 0 0 741 947 0 0 321 0 0 342 0 0 0 0 0 0 0 0 0 288 0 154 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270 270 154 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270 17 857 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194 452 815 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 381 0 W Vh13A-2ocs W W P q L--D C F 61 c) AED excursion 1 40 1 115 Envelope loss/gain 3550 3141 1503 1081 12 a) Infiltration b) Room ventilation 696 0 220 0 291 0 92 0 13 Internal gams: Occupants @ 230 Appliances/other 1 230 01 0 0 12M Subtotal (lines 6 to 13) 4247 3591 1794 2373 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 259% 451% 0 0 0 4247 1059 0 0 0 3591 16M 250/6 459/6 0 0 0 1794 447 0 0 0 2373 1057 Total room load Air required (cfm) 5306 250 5191 218 2242 106 3430 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr gF tsolt- 2018Jun-2809,18:53 Right-Suile® Universal 2018 18.0.13 RSU23828 Page 2 SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc . MJ8 House faces: W wrightsoft- Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax. 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1/14/2016 By: FJF 1 Room name BED 4 BATH 1 2 Exposed wall 10.5 It 5.5 it 3 Room height 9.3 1t heat/cool 9.3 it heat/coal 4 Room dimensions 15.0 x 10.5 it 11.5 x 5.5 it 5 Room area 157.5 ft2 63.3 ft' Ty Construction number U-value BtuWftz-F) Or HTM Btuh/ftg Area (ft2) or perimeter (ft) Load Btuh) Area (ft or perimeter (ft) Load Btuh) Heat cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 t13A-2ocs f- _G W Blk wall, s 2A-2om 16A-19ad 0.201 0.350 0.049 n n n 5.57 9.69 1.36 5.29 10.46 3.64 98 16 0 82 0 0 454 158 0 432 171 0 51 0 0 51 0 0 286 0 0 272 0 0 11 13A-2ocs Blk wall, s 2A-2om 0.201 0.350 a a 5.57 9.69 5.29 28.96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 2A-2omd 16A-19ad Blk wall, s 0.620 0.049 0.201 a a s 17.17 1.36 5.57 16.92 3.64 5.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N13A- 2ocs 2A-2om 2A-2om 0.340 0.350 s s 9.42 9.69 10.58 10.80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 2A-2om 16A-19ad 13A-2ocs Blk wall, s 0.350 0.049 0.201 s s w 9.69 1.36 5.57 10.46 3.64 5.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om - 2A-2om 0.350 0.350 w w 9.69 9.69 19.97 28.96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11130 0.390 w 10.80 1203 0 0 0 0 0 0 0 0 W P 16A-19ad 12B-0sw 0.049 0.097 w 1.36 2.69 3.64 1.75 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F1 12C-0sw 0.091 Z52 1.45 0 0 0 0 0 0 0 0 1---D 11 DO 16B-38ad 0.390 0.026 n 10.80 0.72 12.03 1.41 0 158 0 158 0 113 0 223 0 63 0 63 0 46 0 89c F 22A-td 0.989 27.40 0.00 158 11 288 0 63 6 151 0 6 c) AED excursion 41 18 Envelope loss/gain 1014 785 482 343 12 a) Infiltration 185 58 97 31 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal pines 6 to 13) 1199 843 579 374 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1199 843 579 374 15 Duct loads 25% 45% 299 376 25% 459/6 144 166 Total room load 1498 1219 723 540 Air required (cfm) 1 71 51 1 34 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f.i- wrlghtsoft- 2018Jun-Jun09:18:53 A Right - Suite® Universal 2018 18.0.13 RSU23828 Page 3 SeasideBGR\ Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W wrightsoft' Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot I4Kensing ton ReserveSe... Date: 1 /14/2016 By: FJF 1 Room name BED 3 STUDY 2 3 Exposed wall Room height 10. 0 ft 9. 3 ft heat/cool 31. 5 ft 9. 3 ft heat/cool 4 5 Room dimensions Room area 15. 0 x 10.0 ft 150. 0 112 1. 0 x 1823 ft 182. 3 ft' Ty Construction number U- value Btuh/ flz°F) Or HTM Btuh/ ft2) Area ( ftq or perimeter (ft) Load Btuh) Area ( ftq or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat coot Gross N/P/S Heat Cool 6 11 W 13A-2ocs Blk wall, s 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2omd 16A- 19ad Bilk wall, s 2A- 2om 2A- 2om 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2om 11DO 16A- 19ad 2B- Osw 0. 201 0. 350 0. 049 0. 201 0. 350 0. 620 0. 049 0. 201 0. 340 0. 350 0. 350 0. 049 0. 201 0. 350 0. 350 0. 390 0. 049 0. 097 n n n a a a a s s s s s w w w w w 5. 57 9. 69 1. 36 5. 57 9. 69 17. 17 1. 36 5. 57 9. 42 9. 69 9. 69 1. 36 5. 57 9. 69 9. 69 10. 80 1. 36 269 5. 29 10. 46 3. 64 5. 29 28. 96 16. 92 3. 64 5. 29 10. 58 10. 80 10. 46 3. 64 5. 29 19. 97 28. 96 12. 03 3. 64 1. 75 93 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 428 158 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 407 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 37 0 0 0 0 145 0 39 0 0 0 112 0 0 0 0 0 0 37 0 0 0 0 106 0 0 0 0 0 623 0 0 0 0 0 0 208 0 0 0 0 589 0 377 0 0 0 593 0 0 0 0 0 0 198 0 0 0 0 560 0 1125 0 0 0 W VL f W Vh13A- 2ocs W W P q D 12C- 0sw 11D0 16B- 3Bad 0. 091 0. 390 0. 026 n 252 10. 80 0. 72 1. 45 12. 03 1. 41 0 0 150 0 0 150 0 0 108 0 0 212 0 0 182 0 0 182 0 0 131 0 0 258 CF 22A-td 0.9m 27.40 0.00 150 10 274 0 182 32 863 0 61 c) AED excursion 1 39 1 483 Envelope loss/gain 969 751 2791 3216 12 a) Infiltration 176 56 555 175 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) 1145 807 3346 3391 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 25% 45% 0 0 1145 286 0 0 807 360 25% 45% 0 0 3346 835 0 0 3391 1511 Total room load Air required (cfm) 1 1431 1 67 1167 491197 4181 4902 206 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgt tsoit- 2018-Jun-28 09:18:53 Right - Suite® Universal 2018 18.0.13 RSU23828 Page 4 SeasideBGR\ Loll4KensingtonReserveSeasideBGR.rup Cale - MJ8 House faces: W wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 14Ken sin gtonReserveSe... Date: 1 /14/2016 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MASTER BATH 11. 0 ft 9. 3 ft heal/cool 1. 0 x 139.0 ft 139. 0 ft' MAST WC 0 ft 9. 3 ft heaUcod 5. 5 x 4.0 ft 22. 0 ft' Ty Construction number U- value Btuh/ ftz•F) Or HTM Btuh/ ftl Area 01t or perimeter (ft) Load Btuh) Area ( ft or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 11 W G 13A- 2ocs Mk wall, s 2A. 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2omd 16A- 19ad Bilk waft, s 2A- 2om 2A- 2om 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2om 11130 16A- 19ad 12B- 0sw 12C- Osw 11 DO 16B- 3Bad 22A- tvi 0. 201 0. 350 0. 049 0. 201 0. 350 0. 620 0. 049 0. 201 0. 340 0. 350 0. 350 0. 049 0. 201 0. 350 0. 350 0. 390 0. 049 0. 097 0. 091 0. 390 0. 026 0. 989 n n n a a a a s s s s s w w w w w n 5. 57 9. 69 1. 36 5. 57 9. 69 17. 17 1. 36 5. 57 9. 42 9. 69 9. 69 1. 36 5. 57 9. 69 9. 69 10. 80 1. 36 269 2- 52 10. 80 0. 72 27. 40 5. 29 10. 46 3. 64 5. 29 28. 96 16. 92 3. 64 5. 29 10. 58 10. 80 10. 46 3. 64 5. 29 19. 97 28. 96 12. 03 3. 64 1. 75 1. 45 1203 1. 41 0. 00 0 0 0 0 0 0 0 103 4 0 0 0 0 0 0 0 0 0 0 0 139 139 0 0 0 0 0 0 0 99 4 0 0 0 0 0 0 0 0 0 0 0 139 11 0 0 0 0 0 0 0 549 38 0 0 0 0 0 0 0 0 0 0 0 100 301 0 0 0 0 0 0 0 522 42 0 0 0 0 0 0 0 0 0 0 0 196 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 31 0 W W 11 G W Vb13A- 2ocs W W P f? I-- 0 C F 6 c) AED excursion 38 1 Envelope loss/gain 988 723 16 30 12 a) Infiltration b) Room ventilation 194 0 61 0 0 0 0 0 13 Intemaf gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 1 0 Subtotal pines 6 to 13) 1182 784 16 30 Less external load 0 0 0 0 14 15 Less transfer Redistnbution Subtotal Duct loads 25 % 45% 0 0 1182 295 0 0 784 349 25% 45% 0 0 16 4 0 0 30 13 Total room load Air required (cfm) 1477 70 1134 48 20 1 43 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsotPt- 2018Jun- 28 09:18:53 a - -- Right• Suite® Universal 2018 18.0.13 RSU23828 Page 5 SeasideBGR\ Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W f F wrightsoft" Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3653 Web: WWW.DEL-AIR.COM Job: Lot I4Kensing ton ReserveSe... Date: 1 /14/2016 By: FJF 1 Room name MASTER WIC BED 2 2 3 Exposed wall Room height 7. 0 ft 9. 3 ft heal/cool 10. 0 ft 9. 3 it heat/cool 4 5 Room dimensions Room area 1. 0 x 118.0 ft 118. 0 ftz 1. 0 x 177.0 ft 177. 0 ft' Ty Construction number U- value Btuh/ ft--F) Or HTM Btuh/ ftj Area ( fl2) or perimeter (ft) Load Btuh) Area ( ft or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W G 13A- 2ocs Blk wall, s 2A- 2om 16A- 19ad 0. 201 0. 350 0. 049 n n n 5. 57 9. 69 1. 36 5. 29 10. 46 3. 64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W11 13A- 2ocs Blk wall, s 2A- 2om 0. 201 0. 350 a a 5. 57 9. 69 5. 29 28. 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W vb13A- 2ocs 2A- 2omd 16A- 19ad Blk wall, s 0. 620 0. 049 0. 201 a a s 17. 17 1. 36 5. 57 16. 92 3. 64 5. 29 0 0 65 0 0 65 0 0 364 0 0 346 0 0 93 0 0 77 0 0 428 0 0 407 2A- 2om 2A- 2om 0. 340 0. 350 s s 9. 42 9. 69 10. 58 10. 80 0 0 0 0 0 0 0 0 0 16 0 13 0 158 0 176 W 2A- 2om 16A- 19ad 13A- 2ocs 8lk wall, s 0. 350 0. 049 0. 201 s s w 9. 69 1. 36 5. 57 10. 46 3. 64 5. 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 2A- 2om 0. 350 0. 350 w w 9. 69 9. 69 19. 97 28. 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 w 10.80 1203 0 0 0 0 0 0 0 0 W P 16A- 19ad 12B- 0sw 0. 049 0. 097 w 1.36 269 3. 64 1. 75 0 0 0 0 0 0 0 0 0 196 0 196 0 526 0 343 q 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0 0 11DO 16B- 3aad 0. 390 0. 026 n 10.80 0. 72 12. 03 1. 41 0 118 0 118 0 as 0 167 0 177 0 177 0 127 0 250 z C F 22A-tfi 0.989 27.40 0.00 118 7 192 0 177 10 274 0 6 c) AED excursion 25 34 Envelope loss/gain 640 487 1515 1143 12 a) Infiltration 123 39 176 56 b) Room ventilation 0 0 0 0 13 Internal gates: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 764 526 1691 1199 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 764 526 1691 11% 15 Duct loads 25 % 45% 190 234 25 % 459/6 422 534 Total room load 954 760 2113 1733 Air required (cfm) 45 32 100 73 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4•} - wrlgF tsot'C- 2018Jun-Jun09:18:53 A -- - -- Right - Suite® Universal 2018 18.0.13 RSU23828 Page 6 SeasideBGR\Lotl4KenstngtonReserveSeasideBGR. rup Calc - M.18 House faces: W FF wrightl;.soft' Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot 14KensingtonReserveSe... Date: 1/14/2016 By: FJF 1 Room dame BATH 2 LAUNDRY 2 Exposed wall 0 ft 0 ft 3 Room height. 9.3 tt heat/cod 9.3 ft heal/cool 4 Room dimensions 5.5 x 9.0 ft 6.0 x 9.0 ft 5 Room area 49.5 ft' 54.0 fl' Ty Construction U-value Or HTM Area (ft toad Area (its Load number BtuWftz-F) Btuh/ftq or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-2ocs Blk wall, s 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 L -G 2A-2om• 0.350 n 9.69 10.46 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 n 1.36 3,64 0 0 0 0 0 0 0 0 13A-2ocs Bk wall, s 0.201 a S57 5.29 0 0 0 0 0 0 0 0 11 2A-2om 0.350 a 9.69 28.96 0 0 0 0 0 0 0 0 2A-2omd 0.620 a 17.17 16.92 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 13A-2ocs Blk wall, s 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.42 10.58 0 0 0 0 0 0 0 0 2A-2om 0.350 s 9.69 10.80 0 0 0 0 0 0 0 0 2A-2om 0.350 s 9.69 10.46 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 13A-2ocs Blk wall, s 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.350 w 9.69 19.97 0 0 0 0 0 0 0 0 2A-2om 0.350 w 9.69 28.96 0 0 0 0 0 0 0 0 11 DO 0.390 w 10.80 1203 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 P 12B-Osw 0.097 269 1.75 0 0 0 0 0 0 0 0 Fj 12C-Osw 0.091 2-52 1.45 0 0 0 0 0 0 0 0 I--D 11 Do 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 50 50 36 70 54 54 39 76 F 22A-td 0.989 27.40 0.00 50 0 0 0 54 0 0 0 6 c) AED excursion 3 31 Envelope loss/gain 36 67 39 45 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupards @ 230 0 0 0 0 ApplianciWolher 01 600 Subtotal (lines 6 to 13) 36 67 39 645 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 36 67 39 645 15 Duct loads 251% 459/6 9 30 25 % 459/6 10 287 Total room load 45 96 49 933 Air required (cfm) 1 12 4 1 2 39 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. f wrlghtsott- 2018-Jun-2809:18:53 Right -Suite® Universal 2018 18.0.13 RSU23828 Page 7 SeasideBGR\Lotl4KensinglonReserveSeasideBGR.rup Calc - MJ8 House faces: W wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl4Kensington ReserveSe... Date: 1/14/2016 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dmensions Room area GREAT 15. 5 ft 9. 3 ft heat/cool 1. 0 x 494.9 ft 494. 9 ft' FOYER 5. 0 ft 9. 3 ft heat/cool 1. 0 x 175.8 ft 175. 8 ft2 Ty Cortstruction number U- value Btutt/ ft2•F) Or HTM Btuhlftq Area ( ftj or perimeter (ft) Load Btuh) Area ( its or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 11 W G 13A- 2ocs Blk wall, s 2A- 2om 16A- 19ad 13A- 2ocs Blk wall, s 2A- 2om 2A- 2omd 16A- 19ad Blk wall, s 2A- 2om 2A- 2om 2A- 2om 16A- 19ad 13A- 2ocs B8(wall, s 2A- 2om 2A- 2om 11DO 16A- 19ad 1213- 0sw 12C- 0sw 11D0 168- 3Bad 0. 201 0. 350 0. 049 0. 201 0. 350 0. 620 0. 049 0. 201 0. 340 0. 350 0. 350 0. 049 0. 201 0. 350 0. 350 0. 390 0. 049 0. 097 0. 091 0. 390 0. 026 n n n a a a a s s s s s w w w w w n 5. 57 9. 69 1. 36 5. 57 9. 69 17. 17 1. 36 5. 57 9. 42 9. 69 9. 69 1. 36 5. 57 9. 69 9. 69 10. 80 1. 36 2- 69 252 10. 80 0. 72 5. 29 10. 46 3. 64 5. 29 28. 96 16. 92 3. 64 5. 29 10. 58 10. 80 10. 46 3. 64 5. 29 19. 97 28, 96 12. 03 3. 64 1. 75 1. 45 12. 03 1. 41 0 0 23 145 0 64 8 0 0 0 0 23 0 0 0 0 8 0 0 0 495 0 0 23 81 0 64 8 0 0 0 0 23 0 0 0 0 8 0 0 0 495 0 0 31 449 0 1099 11 0 0 0 0 31 0 0 0 0 11 0 0 0 356 0 0 84 427 0 1083 29 0 0 0 0 84 0 0 0 0 29 0 0 0 699 0 0 0 0 0 0 0 0 0 0 0 0 47 8 0 24 0 0 224 21 176 0 0 0 0 0 0 0 0 0 0 0 0 15 5 0 24 0 0 203 21 176 0 0 0 0 0 0 0 0 0 0 0 0 82 78 0 259 0 0 511 230 127 0 0 0 0 0 0 0 0 0 0 0 0 78 160 0 289 0 0 294 257 248 W 1/ fl W Vh13A- 2ocs W W P C F 22A-td 0.989 27.40 0.00 495 16 425 0 176 5 137 0 6 c) AED excursion 177 100 Envelope loss/gain 2413 2257 1423 1425 12 a) Infiltration b) Room ventilation 390 0 123 0 88 0 28 0 13 Internal gains: Occupants @ 230 Appliances/ other 3 690 600 0 0 0 Subtotal ( lines 6 to 13) 2804 3671 1511 1453 Less external load 0 0 0 0 14 15 Less transfer Redistnbution Subtotal Duct loads 25% 45% 0 0 2804 699 0 0 3671 1635 25% 45% 0 0 1511 37 70 0 1453 647 Total room load Air required (cfm) 3503 165 5306 22389 111888 2100 as Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i' I' wrlgF tsoft- 2018Jun-28 09:18:53 Right - Suite® Universal 2018 18.0.13 RSU23828 Page 8 SeasideBGR\ Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W Duct System SJob: Lot 1WensingtonFleserv... wrightsoft' em Summary Date: 1/14/2016 Entire House By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: RYAN HOMES 3718 HANWORTH LOOP, SANFORD, FL 32773 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 30 in H2O 0. 06 in H2O 0. 24 in H 20 0. 120 / 0.120 in H2O 0. 204 in/100ft 1483 cfm Cooling 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 204 in/100ft 1483 cfm 118 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BATH 1 h 723 34 23 0.204 4.0 Ox0 VIFx 32.5 85.0 st3 BATH 2 c 96 2 4 0.311 4.0 Ox 0 VIFx 7.1 70.0 BED 2 h 2113 100 73 0.280 6.0 Ox 0 VIFx 15.7 70.0 BED 3 h 1431 67 49 0.218 6.0 Ox 0 VIFx 25.2 85.0 st3 BED 4 h 1498 71 51 0.271 6.0 Ox 0 VIFx 18.5 70.0 DINETTE h 5306 250 218 0.205 9.0 Ox 0 VIFx 32:3 85.0 st1 FOYER h 1888 89 88 0.207 6.0 Ox 0 VIFx 30.9 85.0 st3 GREAT c 2653 83 111 0.230 7.0 Ox 0 VIFx 19.4 85.0 st1 GREAT - A c 2653 83 111 0.295 7.0 Ox 0 VIFx 11.2 70.0 KITCHEN C 3430 106 144 0.220 7.0 Ox0 VIFX 24.0 85.0 St1 LAUNDRY c 933 2 39 0.316 4.0 Ox 0 VIFx 6.0 70.0 MAST WC c 43 1 2 0.235 4.0 Ox 0 VIFx 17.0 85.0 st2 MASTER BATH h 1477 70 48 0.226 5.0 Ox 0 VIFx 21.2 85.0 st2 MASTER BED c 3391 142 142 0.210 7.0 Ox 0 VIFx 29.4 85.0 st2 MASTER BED -A c 3391 142 142 0.213 7.0 Ox 0 VIFx 27.5 85.0 st2 MASTER WIC h 954 45 32 0.219 4.0 Ox0 VIFx 24.8 85.0 st2 STUDY c 4902 197 206 0.204 8.0 Ox0 VIFx 32.9 85.0 st3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) Cfm) FR fpm) in) in) Material Trunk SO Peak AVF 438 473 0.205 602 12.0 0 x 0 VinlFlx st2 Peak AVF 400 366 0.210 509 12.0 0 x 0 VinlFlx st3 Peak AVF 388 365 1 0.204 494 12.0 0 x 0 VinlFlx wrightsoft' Right - Suite® Universal 2018 18.0.13 RSU23828 ACCi1... SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces, W 2018- Jun-28 09:18:54 Page 1 Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 14w 14a3 0 0 0 0 Ox 0 VIFx wrightsoft' 2018Jun-28 09:18:54 Right -Suite® Universal 2018 18.0.13 RSU23828 Page 2 ACCA...SeasideBGR\Lotl4KensingtonReserveSeasideBGR.rup Calc - MJ8 House faces: W 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lotl4KensingtonReserveSeasideBGR Builder Name: RYAN HOMES Street: 3718 HANWORTH LOOP Permit Office: SANFORD City, State, Zip: SANFORD , FL, 32773 Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the lop plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electricallphone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sorinkler cover olates and walls or ceilenas, a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 6/28/2018 9:20 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 v 4.0 TON V/BKV @240V 1PH 18x16 plen platform by bldr to O scale d/8'=1'0' N masl CD r------------- LAM i CIA 2x6 Iwcd O C11 L I 140 I Q O N 3 \ Cn 7°kitchen vent 7; to wall cap 220 14x8 Iwcd I a"m, ; e T91II I 2x6 lwcd I II L_44()_____-___J OI I I 7' I 12x6 Iwcd 18x18 rag 16' 18x18 ragLit S N 110 5' 3' bath duct q. II 1Ox61wcd50 to roof cap Iwcd 2;' r w/fanKutone14x696RNBII 12' 5 N m 12 1wcd Z V) 1 110 O I 7' I I ----- I I4' i N_ CD I I 8x4 Iwcd I EPA" O x6 Iwcd I 30 * r r I 8x4 Iwcd I J LLJ LLI ai 5------- ------ Q 50 6. I i I I 0 W 20x6 wall rn I ICD 3' bath duct to roof cap II ; a ; I 40,'=__ w an 1wc I ; I w/fan x a. II 12 42X42 A/C SLAB Nutone 696RNB I 10' 1Ox61wcd BY BLDR MIN 2ox6 wall rag 4." n9 II wall rag 2' FROM WALL d 61 f 4' dryer du c LIJ IOz6 lwc I lox 6 to roof cap QA 50 90c4 I I i w/dryer vent box I I WIII I I L--- J Transfer ducts/grilles sized In 1rag O I compliance with Florida Residential Building Code - M1602.4 Balanced Li 8' I Return Air, exceptions 1-3. Builder 14x lwcd 205 1, I I I r-raa must provide unrestricted 1 Inch undercut on doors to habitable rooms. z I I I I O w as L _ 0 LDCD V• eL z CU 1614 x 7-V ate Q C5 z V) Y LL- ZRating w Z Z o 6i ir. J Q F— m Q J O =) Q ly- Must have a minimum clearance of 4 Inches around the air handler per the State Energy code, All duct has an r=6 Insulation value. m CL J V) IC) 0 DESCRIPTION AS FURNISHED: Lot 14, 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. 1.00' NON VEHICULAR ESMT. ESMT. LINE NOT TO SCALE W LOT 13 00 BRISSON AVENUE 6 S 00019'09" E 75. 00' J— — — — WALL \ — — — — — 15' WALL dt LANDSCAPE, E6MT. 27.68' 27.73' 27.76' 27.80' 49, 1 18.3' 0 0 o Ei 15.7' LOT 14 PROPOSED MODEL SEASIDE — B 2 CAR GARAGE RIGHT to ENTRY 16.0' 12.50' W O LOT 15 CO N A/C 8.67' c N 12.49' 15.7' F , 7 7. vT 10.7' p 18.7' 12.50' WALK I DRIVE A 26.66' 25.29' 25.24' 2 .20' R V — — — — — — — 10' UTIL. ESMT. 1JJ 1L--11 / --- 18" ]z] WALK S 00019'09" E ZCN! CURB Ok to construct single family home 75.00' with setbacks and impervious area HANXORTH -LOOP shown on plan. n ( 50' PRIVATE R/W) e(A'Q18e-b, erg 140.06_J'_PC-0 PROPOSED FINSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY 17VNLVNYV 2c IDnL n, ma ruN mry ,r6 FRONT 25' PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR - 20' PROPOSED DRAINAGE FLOW G ID IMPERVIOUS COVERAGE = 4,040t SQUARE FEET OR 44.9X SIDE 5' FOR 40' LOTS LOT GRADING TYPE A Fey E FEET9,000± 0137* LOT OAREA SIDE 7.5' FOR 6D' LOTS PROPOSED FINISH FLOOR PER PLANS - 26.7' Q F CONTAINS 3, NTAINS LIVING SQUARE FEET SIDE ID' FOR 5' LOTS Q(L CONE LANAI PORCH CONTAINS 903t SQUARE FEET SIDE STREET = 25' CRUSEINNEYER—SCOTT ASSOC, INC. — LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r nAT raL NOINT DN LINE NOTES: rI.P. ILL MELDIROM PRE IRON It TT. AL. LE. TYPICALPOOlTOF REVERS[ CURVATURE POINT N COPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY TINT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH Or THE FLORIDA BOARD OF C.M. CONCRETE MONUMENT RAD RADIAL PROf'ES.SlONN. SURVEYORS AND YAPPERS W CHAPTER y-17 FLORIDA ADMINISTRATIVE CODE PURSWNT ID SECTION 172.027, FLORIDA STATUES SET LIT I/2' IR ./BLB 4396 Nit. NON -RADIAL 2. UNLESS EMBOSSED WRTH SURVEYOR'S SIGNATURE AND ORtGNAL RAISED SEAL THIS SURVEY WP OR COPIES ARE HOT VALID. REC. RECOVERED V.P. WITNESS POINT I TINTS SURVEY WAS PREPARED FROM TIRE INFDRAI4WN FURNISHED TD THE SURVEYOR. THERE WY BE OTHER RESTRICTIONS P.G.D. DINT OF BEGINNING CALL CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTr. P.O.C.• POINT OF COMMENCEMENT PRx PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND WPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. HLD CENTERLINE NAIL L DISK FF. tSL FINISHED FLOOR ELEVATI I WRDING SETBACK LINE S. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W RICH -Or -WAY BJL RENCHMARK a. OLVENSIONS SHOWN FOR THE LOCATION OF WPROVCAFENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT 80UNDARY LINES ESMT. EASEMENT BA BASE BEARING 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE SWING (ILR) DRAIN. DRAINAGE IS. ELEVATIONS, IF SHOWN. ARE BASED ON NATIONAL GEODETIC VERTICAL DATULF OF 1920. UNLESS OTHERWISE NOTED. UTIL. CLFC. UTILITYCHAINLINK FENCE 9. CERnFrA r OF AUMORISATION 1,10, 1091 VD.FC. C/B VDOD FENCE CONCRETE LOCK S%A.E 1 • 20 DRAWN BY. ••• P.C. P.T. DESC. POINT OF CURVATURE OINT or TANGENCY DESCRIPTION CERTIFIED BY.• DATE ORDER No. R RADIUS PLOT PLAN 06-26-2018 4125-18LARC • LENGTH DELi0cCH C.B. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES NOT LIE WTTHIN -- , -• THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER •FlRM• i GRUSEN EVER, R. / 4714 ZONE 7(" MAP / 12117CO09OF (09-28-07) W.SCO R.L.S 1 4801 Ej r. A-1 ROOF T R U 95' E 9 U i 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: RYAN HOMES Q' PROJECT: KENSINGTON RESERVE qpCOUNTY: SEMINOLE 0 LOT/BLK/MODEL: LOT-14 / MODEL:SEASIDE V1 / ELEV:B / GAR R JOB#: 71219 MASTER#: WRCSS1 BT OPTIONS: MASTER TRAY s Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRCSS1BT JOB #71219 Site Information: Customer Info: RYAN HOMES Project Name: Lot/Block: Address: LOT #14 City: Model: SEASIDE v1 "B" Subdivision: County: VARIES A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 150 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 41 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,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 I 1 A0050883 A01 GT 6/20/18 13 A0050895 Al2B 6/20/18 25 A0050907 CA 6/20/18 2 A0050884 A02T 6/20118 14 A0050896 A14B 6/20/18 26 A0050908 CJ3 6/20/18 I3 AO050885 A03T 6/20118 15 AO050897 A15B 6/20/18 27 AO050909 CJ3T 6/20/18 I4 A0050886 A04T 6/20/18 16 A0050898 A16B 6/20/18 28 A0050910 CJ5 6/20/18 15 A0050887 A05T 6/20/18 17 A0050899 B01G 6/20/18 29 A0050911 CJ5T 6/20/18 16 A0050888 A06T 6/20/18 18 A0050900 B02 6/20/18 30 A0050912 D01GE 6/20/18 17 A0050889 A07 6/20/18 19 A0050901 B03 6/20/18 31 A0050913 D02 6/20/18 I8 IA0050890 A08 6/20118 20 A0050902 B04 6/20118 32 A0050914 E03GE 6/20/18 19 A0050891 A08T 6/20/18 21 A0050903 C01B 6/20/18 33 A0050915 E04 6/20/18 110 A0050892 A09 6/20/18 22 A0050904 CO2B 6/20/18 34 A0050916 HJ7 6/20/18 11 A0050893 A10 6/20/18 23 A0050905 CO3B 6/20/18 35 A0050917 HJ7T 6/20/18 112 A0050894 All 6/20/18 24 A0050906 C04B 6/20/18 36 A0050918 I J7 6/20/18 The truss drawing(s)referenced have been prepared by MiTek Indusbies, bx. urder mydirect supervision based on the parameters provided byA-1 RootTrusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility r9Mponsysolelyforthetrusscomponentsshown. , Oi,•.••••••. The su itability and use of components for any particular building is the responsibility of the build ing %0 F I.. j designer, perANSVrPI.1 Sec.2 NC g0083TheTrussDesignDrawing(s)(TDD[s]) referenced have been prepared based on the construction - documents (also referred to attic nes as Structural Engineering Documents) provided by the Building • * . : i Designer indicating the nature and characterof the work The design criteria therein have been transferred to Anthony Tombo D PE by [Al Roof Trusses orspecific i location]. These TDDs (also referred to at times as Structural Delegated i • Engineering Documents) are specialty structural component designs and may be part of the project's w-•a A —any T. ' •? deferred orphased submittals. As a Truss Design Engmcer(ie,Specialty sa•r,* •. Anthony T. Tombo III D ayT•T-ft • .•• Engineer), the seal here and on the Too represents an acceptance of professional engineering _ ,Erq...I a "C*. L L I S ' • ••' responsb ityforthedesgnofthesingle Truss depicted onthe TDDonly The BuildingDesigneris Da'A"°'m's"aiam NA,%,'',s responsible for and shag coordinate and review the TDDs for compatibility with their written engineering requiements. Please review all TDDs and all related notes. SERIAL # 3BBCA22100 0000004C1237DF Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. A#==TRUSSE!9 A FLORIDA CORPORATION RE: Job WRCSS1BT No. Seal # Truss Name Date 37 A0050919 RG 6/20/18 38 A0050920 RP 6/20/18 39 AO050921 HT 6/20/18 140 IA0050922 VM3 6/20/18 141 IA0050923 VM5 6/20/18 42 1 STDL01 STD. DETAIL 6/20/18 43 JSTDL02 STD. DETAIL 6/20/18 44 STDL03 STD. DETAIL 6/20/18 45 STDL04 STD. DETAIL 6/20/18 46 STDL05 STD. DETAIL 6/20/18 47 STDL06 STD. DETAIL 6/20/18 48 STDL07 STD. DETAIL 6/20/18 49 STDL08 STD. DETAIL 6/20/18 50 JSTDL09 STD. DETAIL 6/20/18 51 1 STDL10 STD. DETAIL 6/20/18 52 1 STDL11 STD. DETAIL 6/20/18 53 1 STDL12 STD. DETAIL 6/20/18 54 1 STDL13 STD. DETAIL 6/20/18 55 STDL14 STD. DETAIL 6/20/18 56 STDL15 STD. DETAIL 6/20/18 57 STDL16 STD. DETAIL 6/20/18 Page 2 of 2 Job 4 Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1 WRCSSI BT A01 GT Hip Girder 1 1 A0050883 Job Reference (optional) 8.21U s May 18 ZU78 MI lek Industnes, Inc. Wed Jun 20 14:26:53 2018 Pagel ID:P42uXRd_Kj21gP?afFS_28yAdrr-7ZIgVfFHGgyLBS4gsn7DwreuHgJ1 s?wPMnFKmHz4NSG 2-9-0 71 1 11-0 6 15-8-0 21-1-0 26 6 8 31-11-12 I 37-5-0 43 0 0 50 0 0 511 2-9-0 4 6 4 3 10 5 5 5 5 4 5! 5.5-4 5.7-0 7-0-0 500 = Dead Load Dell. = 1/4 in 141q 0 28 3x8 II 502 = 24 23 U 57 58 59 22 21 60 61 20 62 63 64 t965 18 66 67 17 68 69 70 16 4x6 = 3x4 h 3x8 MT20HSII 3x6 = 4x8 = 3x6 II 3x6 = 5x10 = 2x4 II 4x6 = 4x4 11 7x14 MT20HS= 2x4 II 4x6 = 2x4 11 LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B2,B5: 2x4 SP No-3 133: 2x6 SP 240OF 2.OE, 136: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W6,W2: 2x4 SP No.2 OTHERS 2x4 SP M 30 LBR SCAB 1-4 2x4 SP M 30 one side BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-3-6 oc bracing. Except: 3-1-0 oc bracing: 23-25 WEBS 1 Row at midpt 8-25 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. lb) - Max Horz 2= 53(LC 31) Max Uplift All uplift 100 lb or less at joint(s) except 2=-239(LC 8), 23=-1762(LC 5), 19=-1651(LC 4), 14=-293(LC 9) Max Grav All reactions 250 lb or less at loint(s) except 2=745(LC 1), 23=3693(LC 19), 19=3273(LC 20), 14=1142(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-397/178, 3-37=-1756/586, 4-37=-1685/599,4-38=-187/327, 38-39=-187/327,5-39=-187/327, 5A0=-187/327, 40-41=-187/327, 6A1=-187/327, 6-42=-1266/3427, 7A2=-1266/3427, 7-8=-1266/3427, 8-43=157(747, 43A4=-157/747, 9A4=-157/747, 945=-157/747, Continued on page 2 1-12 37-5-0 CSI. DEFL. in loc) I/defl Ud TC 0.94 Vert(LL) 0.27 3-27 695 360 BC 0.85 Vert(CT) 0.47 3-27 404 240 WB 0.97 Horz(CT) 0.19 14 n/a n/a Matrix -MS TOP CHORD 2-3=-397/178, 3-37=-1756/586, 4-37=1685/599, 4-38=-187/327, 38-39=-187/327, 5-39=-187/327, 5-40=-187/327, 40A1=-187/327, 6A1=-187/327, 6-42=-1266/3427, 7A2=-1266/3427,7-8=-1266/3427, 8-43=-157/747, 43-44=-157l747, 9-44=-157/747, 9-45=-157l747, 45-46=-157/747, 10-06=-157/747, 10-11=-157l747, 11A7=-1178/189, 47-48=-1178/189, 48-49=-1178/189, 12-49=-1178/189, 12-50=-1178/189, 50-51=-1178/189,13-51=-1178/189, 13-14=-2212/520 BOT CHORD 3-27=-483/1615, 27-52=-507/1697, 52-53=-507/1697,26-53=-507/1697, 26-54=-3580/1422, 54-55=-3582/1422, 25-55=-3583/1421, 23-57=A46/0, 57-58=-446/0, 58-59=-446/0, 22-59=A46/0, 21-22=-649/0, 21-60=-649/0, 60-61=-649/0, 20-61=-649/0, 20-62=-1402/687, 62-63=-1402/687,63-64=-1402/687, 64-65=-1402/687, 19-65=1402/687, 19-66=-1402/687, 18-66=1402/687, 18-67=-1402/687, 67-68=-1402/687, 17-68=-1402/687, 17-69=-388/2008, 69-70=-388/2008,16-70=-388/2008, 14-16=-389/1978,23-25=-3358/1564, 6-25=-1911/789 WEBS 4-27=-308/1037,22-25=-541/289, 8-22=-437/654, 8-20=-127/398, 9-20=-304/189,11-20=-1507/1775, 11-19=-2766/1447,13-16=-1l703, 11 - 1 7=-872/2934, 12-17=-727/436, 13-17=-941/393, 8-25=-3361/1953, 4-26=-2204/852, 5-26=A96/284, 6-26=-1253/3550 NOTES - PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 277 lb FT = 10% 1) Attached 8-9-7 scab 1 to 4, back face(s) 2x4 SP M 30 with 1 row(s) of 1 Od (0.131'x3') nails spaced 9' o.c.except : starting at 0-1-0 from end at joint 1, nail 1 row(s) at 7' o.c. for 2-8-7; starting at 2-10-14 from end at joint 1, nail 2 row(s) at 3' o.c. for 2-M. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 MT20 plates unless otherwise indicated. 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-" 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 239 lb uplift at joint 2, 1762 lb uplift at joint 23, 1651 lb uplift at joint 19 and 293 lb uplift at joint 14. rxie..Fyn,a.rea¢a r,r.us betwI pl-q(Walsse q[[.6.6te[.[denepem...ur6,u..a.m.r[.e WTd-Vikesdd N"1.O,IHnhnieIs, lmsdra,M[msigeHwYl:Jah,.4[M1I. re 6ufavganlrq Caf,s.if& Anthony T. Tornbo 111, D.E. r.v/rsMs6igF uYs.gwsrte{isGm,YD.wis 6r elge.bWigk.q..6ie.r./M[.h1(G,6drlqu.riRl I xwlalSelilrgtr11wd4Ms.angryd*..,a..rkqudrany.uj :80083 Wfq Msgn d(.t.Y ll e.n vlMe YIYrY Fleusrp ilenf Yl Yglrte..4Fn; Wrab[>;!LJd i. 71r11([ns.hruMY ryed[u 011//atYn>I.t lfnr Mn is[:ns fit*, 4ru My[T,esrimsYwhGar, ins Anei>. e f h e (W d qed T. •rg h drren nlrtl IY has 6rs* [yin h UI 6, I.eeq Iksgn. G.0 f[she [eAw a g way. u wrv_a nes s.. Maf. tnl oit t PieSt.rce, Lucie 3494 ForDierce, FL 3a946 bpyryktaN16A- 1led hesus.kAwy1.laob110.1.IepdetluedIbisdmoem,iewyInn,kpohbdd dGaIkeerwinpaossiwbeeAIrealhisses-WheyIhembeIII,r1. Job Truss Truss Type Qty Pb RYAN HOMES / SEASIDE v1 WRCSSI BT A01 GT Hip Girder 1 1 A0050883 Job Reference (optional) tf.,diu s may is zu113 Mi I ek Industries, Inc. Wed Jun 20 14:26:53 2018 Page 2 ID:P42uXRd_Kj2lgP?ofFS_28yAdrr-7ZIgVfFHGgyLBS4gsn7DwreuHgJ1 s?wPMnFKmHs4NSG NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 152 lb up at 7-0-0, 107 lb down and 104 lb up at 9-0-12, 107 lb down and 104 lb up at 11-0-12, 107 lb down and 104 lb up at 13-0-12, 123 lb down and 123 lb up at 15-0-12, 21 lb down and 43 lb up at 17-0-12, 21 lb down and 43 lb up at 19-0-12, 21 lb down and 43 lb up at 21-0-12, 21 lb down and 43 lb up at 23-0-12, 21 lb down and 43 lb up at 25-", 21 lb down and 43 lb up at 26-11-4, 21 lb down and 43 lb up at 28-11-4, 21 lb down and 43 lb up at 30-11-4, 123 lb down and 123 lb up at 32-11-4, 123 lb down and 123 lb up at 34-11-4, 123 lb down and 123 lb up at 36-11-4, 123 lb down and 123 lb up at 38-11-4, and 123 lb down and 123 lb up at 40-11-4, and 248 lb down and 240 lb up at 43-0-0 on top chord, and 557 lb down and 246 lb up at 7-0 , 86 lb down and 32 lb up at 9-0-12, 86 lb down and 32 Ib up at 11-0-12, 86 Ib down and 32 Ib up at 13-3-0, 88 Ib down at 15-0-12, 203 lb down and 164 Ib up at 17-0-12, 203 Ib down and 164 Ib up at 19-0-12, 203 lb down and 164 lb up at 21-0-12, 203 lb down and 164 lb up at 23-0-12, 203 lb down and 164 lb up at 25-0 , 203 lb down and 164 lb up at 26-11-4, 203 lb down and 164 lb up at 28-11-4, 203 lb down and 164 lb up at 30-11-4, 88 lb down at 32-11-4, 88 lb down at 34-11-4, 88 lb down at 36-11-4, 88 lb down at 38-11-4, and 88 lb down at 40-11-4, and 383 lb down and 73 lb up at 42-11-4 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=-00, 3-4=-60, 4-13=-60, 13-15=-60, 28-31=20, 3-25=-20, 23-24=-20, 23-34=-20 Concentrated Loads (lb) Vert: 4=- 1 07(B) 7=-2(B) 13=-201 (B) 27=-557(B) 22=-203(B)8=-2(B) 16=-383(B) 10=-2(B) 38=-107(B) 39=-107(B) 40=-107(B) 41=-123(B) 42=-2(B) 43=-2(B) 44=-2(B) 45=-2(B) 46=-2(B) 47=-123(B) 48=-123(B) 49=-1 23(B) 50=-1 23(B) 51 =-1 23(B) 52=-86(B) 53=-86(B) 54=-86(B) 55=-71 (B) 58=-203(B) 59=-203(B) 60=-203(B) 61=-203(B) 62=-203(B) 63=-203(B)64=-203(B)66=-71(13)67=-71(13) 68=-71(B) 69=-71(B) 70=-71(B) 4q-r-1fino-at'111311 nrmraw) Q{L`I am'(BrMSM1]Yj IFI7;!([Kilt-Mlll'rs,(e/ihq,poandrel e n n,l•n, letQlr.q 1(W um LY11 Ir41((( Mem34n W-.' Irh, ax.oeuclnmiDl,wy illrrrecm ro,rtll n.Ihrn1.I l,. irnr ie4lq G,•Spue[gr!;eur(iplrQesm o¢pur rK6Wdopu q r.,AsJlgy rMprr rgrlms LgminrlW rd( dei!N IY L.(r rurpayqumws WJ!) Anthony T. Tombo III, ? E. I d.ur,(m,m.I.ugxmr. vw rmo...ra.>,.vcd q rtmrunl i.vp,i smm Aor uLmCdabld AiWdlM lh grnnlrrlDld Wlne rr(m,ddq kW4 mgr.mle dYm(WON rrtaKStgr rwylrt,.Ler.u,mM.rrdidrrandpynrrurg(.e.matrnr(h m((orrlo-rtglMduumrd.meaPort l.ecm(r>wr1;"W-snreunrrun,nv{..u.,,lm,rre.-.., =80083 erni rbr hrtihagd n. .mgh p:rs ,rni mmud ue((ruv Irs (r, (,... rn wg 4451 St. Lune Blvd. ur!g n 9 ge,.l:.ss , r 1 utl.r,l•nn Idd m1. Fort Pierce, Ft. 34946 Gppillt0lDldA-liufluxes-An1ig1.1mhiIIIJ.L leprdiaiuddnl r n6iicry INN, isprilbael.itlen(Ie"an pemissi.ibwk-I[Wfrmet-AiSurLbdolll,H. Job 4 Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1 WRCSSIBT A02T Hip 1 1 A0050884 Job Reference o clonal Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:25 2018 Page 1 ID: P42uXRd_Kj21 gP?afFS_28yAdrr-jSwgf VHYV3dtr2?efuEJdg31ESLXOj?7xiozFlz4NXO 0 2-9-0 9-0 0 13-3-0 1550 23-10-0 32-0-0 41 0 0 50 0 0 51 2-9-0 63-0 4 3-0 2-5-0 8-2-0 8-2-0 9 0 0 9 0 0 5xl0 MT20HS= 3x6 = 5 00 r 12 30 II 3x6 = 3x8 = 4 5 T9 6 7 Y 5x6 II 9 Dead Load Dell. = 1/4 in Al LX -- bxlz = Li 21 2x4 II 18 17 30 16 15 4x6 = 3x4 II 2x4 11 500 MT20HSII 3x6 = 3x6 II 2x4 II 4x8 = Ll 14 313 12 3x6 11 3x6 = 3x6 = 2-9-013 3-0 1550 , 23 10-0 32-0 0 41 0 0 2-9-0 6 3-0 4 3-0 2-5-0 8-2-0 8 2-0 9-0-0 Plate Offsets (X,Y)— 3:0-2-1,Edge1, 13:04-13,0-141, f4:0-7-0,0-2-41, (17:0-3-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.38 14-15 513 360 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.49 3-20 384 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.16 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-19, 8-15, 8-12, .15-19, 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0. lb) - Max Horz 2= 67(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2 except 17=1090(LC 9), 14=1096(LC 8). 10=-170(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=285(LC 23), 17=2004(LC 23), 14=1324(LC 24), 10=690(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-247/467, 4-5=-1119/2131, 5-6=-1087/2089, 6-7=-71/1011, 7-8=-71/1011,8-9=-742/524, 9-10=-882/465 BOT CHORD 3-20=-354/429, 19-20=-341/429, 17-30=-435/0, 16-30=-435/0, 15-16=-435/0, 15-31=-368/336, 14-31=-368/336, 13-14=-368/336, 12-13=-368/336,10-12=-251/750, 17-19=-1873/1368, 5-19=-490/429 BOT CHORD 3-20=-354/429, 19-20=-341/429, 17-30=-435/0, 16-30=-435/0, 15-16=435/0, 15-31=-368/336, 14-31=-368/336,13-14=-368/336, 12-13=-368/336, 10-12=-251f750, 17-19=-1873/1368,5-19=-490/429 WEBS 4-20=0/329,4-19=-1942/1079, 6-15=293/314, 8-15=-1090/403, 8-14=-1167/1006,8-12=-017/1167, 9-12=-225/306, 15-19=-513/96, 6-19=-1900/1709 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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) 2 except (jt=lb) 17=1090, 14=1096, 10=170. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pIq PLATES GRIP MT20 244/190 MT20HS 187/143 101q l 0 Weight: 245 lb FT = 10% Standard Vert: 1-3=-60, 3-4=-60, 4-9=-60, 9-11=60, 21-24=-20, 3-1 9=-20, 17-18=-20, 17-27=-20 I rey-hr,r aoh-m% i ixl niixtrimrl Gww aw aCOlCiIIC4 WON(GTr;![rlCnAia(rrr, Ivfr isq Na mdml wn ro,lmr M.#3n,q lni!rrlArrI 1.Y41L6bm L,n hS nr rmrer..m wr.rmA, Alllplp—'111-01-2016-A-111 hair•unidsup nua an raq srmxaLuartl Anthony T. Tombo III, P.E. I 80083 dp miry,sremrencv,.irmeuinrnar Im, Lp[.r.. urinee k+.u.srr 44515E Lucie BNd. Fort Pierce, FL 349<6 ledImses-wagl.ladell0l tepnLdiaaofA66maem,uGAY lare,nwollBdriAeederrinnpamissiwhim A -I hathaserAnhwyl.laeb10,rl. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE v1 ' WRCSSI6T A03T Hip 1 1 A0050885 Job Reference (optional) cun. 8.2 w s May to 20i8 Print: 8.2iu s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:26 2018 ID:P42uXRd Ki21aP?afFS 28vAdrr-RfL12sdAGMlkSranchtVCL:c 'W nz.,nouvW., 7-7-5 I 11-0 0 t1 5 4 Q 23 2-1 f-0b2-9-0' 4 105 3-0 10 2-3-0 2-1-0 7-10-1 3x8 = Sx6 = 4x6 = 5.00 12 d 7-10- 3x6 = 3x8 = 4-1- 5x6 = Dead Load Dell. = 3/8 in 23 3x10 = 20 19 18 17 16 15 14 4x6 = 3x4 II 3x8 MT20HS I I 3x6 = 2x4 11 3x6 = 3x8 = 4x6 = 3x6 II 5x10 MT20HS= 4x8 = 2x4 11 7-1 39-" F-11-1; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.99 Vert(LL) 0.29 14-31 999 360 MT20 244/190TCDL10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.65 14-31 637 240 MT20HS 187/143BCLL0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 261 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2,B6,B5: 2x4 SP No.3, B8: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. Except: 3-1-0 oc bracing: 19-21 WEBS 1 Row at midpt 9-17, 9-14 2 Rows at 1/3 pts 7-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 183/0-8-0 (min.0-1-8) 19 = 2749/0-3-8 (min.0-3-4) 12 = 1229/0-8-0 (min. 0-1-9) Max Horz 2 = 80(LC 16) Max Uplift 2 = 74(LC 8) 19 = 600(LC 9) 12 = 309(LC 9) Max Grav 2 = 193(LC 23) 19 = 2749(LC 1) 12 = 1308(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-229f727,4-5=-452/1039, 5-6=-384/965, 6-7=-893/1985, 7-8=-1112/573, 8-9=-1112/573, 9-10=-1986/1176,10-11=-2194/1217, 11-12=-2562/1454 BOT CHORD 3-22=-005/389,21-22=-2015/1280, 16-17=-853/2087,15-16=-853/2087, BOT CHORD 3-22=-605/389, 21-22=-2015/1280, 16-17=-853/2087,15-16=-853/2087, 14-15=-853/2087, 12-14=1204/2328, 19-21=-2628/1525,6-21=-1331/833 WEBS 4-22=-398/399, 5-22=-534/320, 17-21=-305/1054,7-17=-256/779, 9-17=-1291/724, 9-16=0/274, 10-14=-166/507, 11-14=-426/443, 7-21=-2883/1605,6-22=-706/1389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15111; Cat. II; Exp C; End., 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) 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-M 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) 2 except (jt=lb) 19=600, 12=309. LOAD CASE(S) Standard rcq &—b-911. 4-nlltxFnauF;unara1tnwsr[axttttsmioxt-ar•3;t[u[nx+urd..rr_ryPryr.Ndmrrdxm.mtm: a..ylie,o;drn.rit.rf,art4k.u.A:r.w,,.rr tlnreN.md d.mrN,rtm.rm.m,rnsrNr.:Nm.tM...0 trio-.rwyt.p.ep..4onrF..,nw.rcr ynm,..m dpa,rd.vpnv wrn:bus:44rywe.:rM.et amo.k r n+•t. n p.,.,p.,.wy.,,,nrq Anthony T. Tombo III, P.E. uIR1 Is, gW"ddCA r&,WMuN.. Am lmmd.y hLkr w.tio, file.rk q Mu r a*.eiode-t d p Mstmr(ert. Ll-11 WN Wimrra pxom dV *., dm piti (wN,m rem Wh nu%VPYsklh nlrllu—d—W.dp.bu aFl rf.s»:r:raifinrrty U h.sp:y, L•.s lny [Qrrl 1.a Irv..1:s a 80083 r4rh.[.s.aar..*mthdrnn.n.rhtn,Gux[.p.nt tcrmw w ,nin:,rro,[t Nror.iy umr,rr•unnrdad ml 4451 St. Lucie Blvd. GprrgM01p16bllwflnssn-AniagLl.rbIII. f1.teprdroiu.dd'ndormers, in glra,iipmhhBed.iAantit mne,permiuiwhim A•Iteal lnuet-Aet6enrl.bak 10,L[. Fort Pierce, FL 34946 Job a Truss Truss Type aty Pry RYAN HOMES / SEASIDE v1 A0050886 WRCSSIBT A04T Hip 1 1 Job Reference (optional) Run 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:27 2018 Page 1 ID, P42uXRd_Kj21 gP?afFS_28yAdrr-g2R4 BJol gtb4L90mJ Hni58CWG4mUanQO3H4JAz4NXM j-0s02-9-0 , 7-2-9 I 13 0 0 15 0, 22-7 4 , 29 8 12 37-0-0 43 8 11 50 0 0 57-0r0 2-9-0 4-5 9 5 9 7 2 4 0 7-3 4 7-1$ 7-3-4 6$11 6-3-5 2x4 II 5x8 11 3x4 II 400 = 3x6 = 5.fX1 12 5x8 = 10 Dead Load Defl. = 1/8 in 24 3x6 = 21 20 19 18 17 16 15 14 5x12 = 4x6 = 3x10 = 3x6 = 2x4 II 4x6 = 3x4 II 3x8 MT20HSII 3x6 = 3x6 = 4x6 = 3x6 11 2x4 11 71, 11 15 9 22-71 29-8-12 37 0 0 43 8 11 50 0 0 2-9-0 5 1-12 5 4 2-1-0 7.3 4 7-1 8 7-3V 6 8 11 6 3 5 Plate Offsets (X,Y) - [3:0-2-1,Edgee], [3:04-13,0.1-41, [10:0-5-12,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 10.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 132,136,85: 2x4 SP No.3 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. Except: 2-11-0 oc bracing: 20-22 WEBS 1 Row at midpl 7-17, 10-17, 7-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 18110-8-0 (min.0-1-8) 20 = 2753/0-3-8 (min.0-3-4) 12 = 1228/0-8-0 (min.0-1-9) Max Horz 2 = 93(LC 13) Max Uplift 2 = 65(LC 8) 20 = 580(LC 9) 12 = 310(LC 13) Max Grav 2 = 195(LC 23) 20 = 2753(LC 1) 12 = 1316(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-269/565,4-5=-87/558, 5-6=-771/1639, 6-7=-751/1624, 7-8=-1712/980,8-9=-1712/980, 9-10=1712/980,10-11=-2009/1098, 11-12=-2721/1482 BOT CHORD 3-23=-463/415,22-23=-1167/890, DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.15 15 999 360 MT20 244/190 Vert(CT) 0.3015-17 999 240 MT20HS 1871143 Horz(CT) 0.06 12 n/a n/a Weight: 274 lb FT = 10% BOTCHORD 3-23=463/415,22-23=-1167/890, 18-19=-157/859,17-18=-157/859, 16-17=-695/1788,15-16=-695/1788, 14-15=-1247/2476,12-14=-1247/2476, 20-22=2638/1560, 6-22=-363/289 WEBS 4-23=-372/426, 5-23=-600/907, 19-22=-1 62/877, 7-17=-688/1220, 9-17=-465/405, 10-15=-143/486, 11-15=-753/595, 11-14=0/267, 5-22=-1018/649,7-22=-2394/1390 NOTES- 1)Unbalanced roof live loads have been -considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-M 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) 2 except at=lb) 20=580, 12=310. LOAD CASE(S) Standard n:,y-Iinu M,#Ir .nx% l na nnlarm ue!ui am&(Dram MIDI;ga ,j(Uc1LIXj Gkw lr7r ksy purin d,ddw.esIm: ksponglftP, ord1eLgi Iwk1Lr1 Mm,Sknwk,ns Abe: mer.m otdwW101., y kirrrmvffsfuaw Y6f111wnY s,sLwr ksglgw.pr, Spadltgee+;n Wwglw,grelmlwwvpolb a,owl wpw•of nywWlq frW lnpaths.yr lnuM ewh Owl whr MI. rtwp...F .ldg uem,stutltl Anthony T. Tombo 111, P.E. I drualii;.slYwlkillghbngwutiW!/CeAM.hO.nlrasSdgfrbl.itgkur•,.praStl hQLir0.'wlh,hdlaYx{n4d0.1legnldld101dw!ktlNltllmldLgl iSmgl.Y0r0Ewrkrtyvikdnyu iN 280083 1aWgh,puu(n nn. doem,o,w.brMdnpmndpaw,MIN ke4(mor.0 F.MFA.0 IM1I>.rsesrnrm.ianegFsno4l ntAv w,i,mkys[gr.ewsim,h.exrn,w;ns 4451 St. Lucie Blvd. Auwu le5r l(eGY'.7gml nw wGgh4pras wi,d 4lnssk1lp,F>,evIICIIrIGg ksy.,wln:s Sietispueiorwtlq tO glL'PJMonn Mwlwlnl For( Pierce, FL 34946 eppilk101klAMlAeeflnsses-Aekull le hoiII.p.l. tepnleaiuofAndoamm,ieegfolk hprokl'ednilico4trrirtnpemiWoobox A-lkdlnsms•Aculurl.fedo111,1[. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 ' WRCSSIBT A05T Hip 1 1 A0050887 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s 6-0-7 7-0-0 ' 5.00 12 5x6 II 4x8 = 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:28 2018 Page 1 i_28yAdrr-81cpHXKQo_7Si ICKOoOFJhNQgPaD04Zdi1dsdt4NXL 5x6 = 1n Dead Load Defl. = 3/16 in 27 2x4 11 2522 21 20 V " 18 sa if 16 15 4x6 = 3x4 II 5x12 = 4x6 = 3x8 = 2x4 II 4x6 = 3x4 II 3x4 II 15-24 2-9-0 i 8.2.9 13-3-0 15-" 22-0-0 2M2 35-0-0 42-7-5 50.60 5.5.9 5-0-7 1-9-0 69.12 6S2 6-614 7-7.5 7-4.11 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 FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2,135: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. WEBS 1 Row at midpt 6-21. 12-16, 8-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 155/0-8-0 (min.0-1-8) 21 = 2756/0-3-8 (min.0-3-4) 13 = 1225/0-8-0 (min.0-1-9) Max Horz 2 = 107(LC 16) Max Uplift 2 = 67(LC 8) 21 = 557(LC 9) 13 = 331(LC 13) Max Grav 2 = 171(LC 23) 21 = 2756(LC 1) 13 = 1321(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3391792, 4-5=-755/1437, 5-6=-741/1578,6-7=-596/1400, 7-8=-596/1400, 8-9=- 1403/844, 9-10=-1603/1016,10-11=-1732/1008, 11-12=-1828/982,12-13=-2670/1456 BOT CHORD 3-26=-662/493, 24-26=-660/492, 23-24=-611/532, 20-21=-580/320, CSI. DEFL. in (loc) I/defl Ud TC 0.81 Vert(LL) 0.1515-33 999 360 BC 0.81 Vert(CT) 0.311516 999 240 WB 1.00 Horz(CT) 0.06 13 n/a n/a Matrix -MS BOT CHORD 3-26=-662/493, 24-26=-660/492, 23-24=-611/532, 20-21=-580/320, 19-20=-91/675, 19-34=-91/675, 18-34=-91/675, 18-35=-388/1403, 17-35=-388/1403, 16-17=-388/1403, 15-16=-1206/2422,13-15=-1206/2422 WEBS 4-26=0/264,21-23=-2613/1648, 6-23=-963/644, 10-16=-14/300, 12-16=-892/697,12-15=0/323, 8-18=-656/1160, 20-23=-239/1092, 8-23=-2063/1218,9-16=-240/416, 9-18=-686/518, 4-23=-787/616 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; 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 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 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 capable of withstanding 100 lb uplift at joint(s) 2 except (jt=1b) 21=557, 13=331. LOAD CASE(S) Standard PLATES GRIP MT20 2"/190 Weight: 279 Ib FT = 10% ieq Pk1vSarno. — Ise -1]np 1110jVULR QCtu TIN l(06=17frS10111'IIT•T,!(l1CRT,.[GI.&V,tkuf pa.tlm slimed Lon amtins DmPltnq(Ns r 49n111Kh1VLhtmt YmiMn, tln,0enu09,InN101,nj ILI, tc,.mfassMn.ulrriflk..rl lseirn, rvp t,y,..p,.Spd,t!les,r,S/nnilligetrns.,mfssv 4r p4sysd l,Ple'xl mfnsdtllkrksp4ta s.2,ims L7minri01.n1. ttil rMPn,ngrrss,rq n.m.s,,.olstl Ztd,vdislmsk l.IlgnhinpsSklarO.,nro.>ri,rc.vdr fxrWtyOngnr,.rmn4rtllml(nlrbdl.i ,kdllel ih .nd4mf01dgtdln,d4lm /+nlbony7. 80083 III, P.E. r hs .(1e.+.. mrnmu.riDldr ` d, 4tae-ga,P.nnren.k.gs,dlrrnantutnx : 80083 dvllr e(asea gnlan.r h Nuslnlhl ht safu hJrsdr Mtl'ItKW 1Cn!W-.s.Il'+d4f4 df1(I nsAre:,1'.. pnlrbi IRIkL,s4:rym s:n.l k,liLn, ktiq..i•nskys[Qr n/luu lwnrs.,ans n1e1r1Y >fl n4mu q,.af Fort er .FL 349 nrFtev gksy,v,nin!ss a' 1 1lmssiadt•nnnhtuloRll Blvd Fort Pierce. FL 34946 GppgltOthl6Mltulbuses- Anlaoyl.lrmheAl.r.l. hPsdlstiaoofAisiamnem,mfly full, isptai3ad.menthe.rinespetsalssieebmA-fteaf roses-A1(bur1.facts 111,r.1. Job . Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSIBT A06T Hip 1 1 A0050888 Job Reference (optional) 5.00 12 2x4 II S Sx8 it Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:29 2018 Page 1 ID:P42uXRd_ 421gP?afFS_28yAdrrcEABV(K2ZH7JJflPukJFnWEVW3jGyYFjsNmAO3z4NXK 24-10-4 33.0-0 41-6-1 50-M 51-0.0 2x4 11 5x8 = 20 19.o c. co 17 .o .. 15 I1 13 4x6 = 2x4 II 6x8 = WO = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.22 17-19 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) 0.40 17-19 999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.68 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.21 13-26 999 240 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. WEBS 1 Row at midpl 3-19, 6-19, 6-17, 8-17, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 210/0-8-0 (min.0-1-8) 19 = 2669/0-3-8 (min. 0-3-2) 11 = 124210-8-0 (min.0-1-8) Max Horz 2 = 120(LC 17) Max Uplift 2 = 110(LC 12) 19 = 556(LC 9) 11 = 322(LC 13) Max Grav 2 = 302(LC 23) 19 = 2669(LC 1) 11 = 1271(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-116/576, 3-4=-561/1064, 4-5=-546/1224, 5-6=-366/1127, 6-7=-794/629, 7-8=-794/629, 8-9=- 1399/923, 9-1 0=-1 509/893, 10-11=-2467/1423 BOT CHORD 2-20=-498/228, 19-20=-498/228, 18-19=-629/651, 18-27=-629/651, 27-28=-629/651, 17-28=-629/651, 16-17=-434/1302, 16-29=-434/1302, 1529=-434/1302, 14-15=1160/2227, BOT CHORD 2-20=-498/228, 19-20=-498/228, 18-19=-629/651, 18-27=-629/651, 27-28=-629/651, 17-28=-629/651, 16-17=-434/1302, 16-29=-434/1302, 15-29=-434/1302,14-15=-1160/2227, 13-14=-1160/2227,11-13=-1160/2227 WEBS 3-20=0/317, 3-19=-896/699, 5-19=344/427, 6-19=-1859/982, 6-17=-1011/1783,7-17=-558/483, 8-17=-719/431,8-15=-214/606, 10-15=-1014/790, 10-13=0/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=110, 19=556, 11=322. LOAD CASE(S) Standard Dead Load Deft. = 3/16 in 2x4 II 4x6 = 8-5.15 PLATES GRIP MT20 244/190 Weight: 262 Ib FT = 10% uy.k-e...o.n•--%,ucltmrsiutrrarulnneuarancnr; mI0Xt-t uucn.1"dnr.+n n,tm,h..lrtadrw rrx.hrt r .rt I.rarr It r+.,e,. rm md...yiun.ram ru„h aarnon. ri,,.tn,h4tq..p..s.osh..,;n..m,y sc .nt..o ri u.i t,c nwwen rrnT r,..in„t rmo.ry.rr4l Napo .. ,..ra1 Anthony T. Tombo 111, P E I.In. tl alm,ru iWlynrny fdd;drAm.rO.nteOrh.1¢frrrll 0.u r,.rnmatlbQl.i.IrYdlaYgnl.dlM1l1.K ndtlrlf•d.!W.I.tlYlmtddqb0ftdkMIXONO.n!r tih!tl .80083 dWayh,sed(t. o.Nn„tlrarNDdoysor.dy.d.e,dmhtlk[wHsa{tl.qhY.aPOfr.Thhllylld4lU..shn7yy®JINmmILh.sbnyma3sn Ilm[rhn,ht,le,kp[sym lfm,rnrvu,.s„ 4451St.Lucie 6lvd. n..wu.Is. or.aq.d....gh y,.n.lihtn hu/.14.ni rciruri>ah.ntn:,sse.[,,...e ywq umwr.. Kdkml Fort Pierce, FL 34946 Gppilht02011A-1loci hnses- AsAosyl.Iseh§1%111. teprdsdissdrhisAsroneeLisssll..,isproAJCelnrYcsrrAs.rineslersusuuhmA-1hs11nsses-Asiborl.fonts 111,11. Job Truss Truss Type Qty Pry RYAN HOMES / SEASIDE v1 WRCSSI6T A07 Hip 1 1 0050889 Job Reference (optional) Kun: t1.nu s May 18 zults Print: 8.210 s May 18 2018 MITek Industries, Inc. Wed Jun 20 14:21:30 2018 Page 1 ID.P42uXRd_ 421gP?afFS_28yAdrr4QkZiDLgKbFAxptbRRgUKkmj?T3OhOjs41WkwVj4NXJ 6 fr6 12-9-11 19-0-0 25 0-0 31-0-0 37-2-5 43-510 50-0 0 51 66 6 63 4 62-5 6 0 0 6-2-5 6 3 4 6 6 6 5.00 12 5x6 = 3x6 = Sx6 = 7 O Dead Load Deft. = 5/8 in cv m u 18 GO „ 16 ZV 10 14 3x8 MT20HS= 3x8 — 4x6 = 3x8 —_ 3x6 = 4x8 = dx8 = 3x6 = 3x8 MT20HS= 1 1YAC co 12t'T 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(L-) 0.73 16-18 824 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 1.36 16-18 442 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.24 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 262 lb FT = 10% 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. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2060/0-8-0 (min. 0-2-7) 12 = 2060/0-8-0 (min. 0-2-7) Max Horz 2 = 133(LC 12) Max Uplift 2 = 446(LC 12) 12 = 446(LC 13) Max Grav 2 = 2060(LC 1) 12 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4541/2744, 3-4=-4237/2550, 4-5=-4154/2563,5-6=-3311/2089, 6-7=-2999/2005, 7-8=-2999/2005, 8-9=-3311/2089, 9-10=-4154/2563, 10-11=4237/2550, 11-12=4541/2744 BOT CHORD 2-20=-2393/4154,19-20=-1930/3573, 19-27=-1930/3573,18-27=-1930/3573, 18-28=- 1563/3144, 17-28=- 1563/3144, 16-17=-1563/3144,16-29=-1933/3573, 15-29=-1933/3573,14-15=-1933/3573, 12-14=-2401 /4154 WEBS 3-20=-408/451, 5-20=-243/564, WEBS 3-20=-408/451, 5-20=-243/564, 5-18=-776/665, 6-18=-494/968, 7-18=-433/217, 7-16=-433/218, 8-16=-494/968, 9-16=-776/665, 9-14=-243/564, 11-14=-408/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) 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 capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=446. 12=446. LOAD CASE(S) Standard 4q-llvu mr„h n.r. m't I n6r IUS (*WIlfl QItW am f irosm3xjunit;Imingwir. he loftitl#^nondrtdun mLn,ky,kmq 1ti",rY4]ry1 iehlpi td.-kMWnn, lip,dismvtloNm., Ylnt,oMrb„Mn,ulmmigr,,,N h,hhs"lgm*P.b„diLp.Y, mug r a, 011m,m¢Pi A IN Mrhmd tsre". AM Sum Ing, AN q, b.n LMN.m 100si,.d. Psi Tbi pn,.¢m brq:emwt u7,ld} I rn,atkstm,S:gl Eghm,eqwsi•ra•mQ.m 0.0—,rtuhd¢1rrkMU kt w'..mmd At. mIKosdmhdk"Al 4dlF1 ihpnhl m101dgEeLn„Imimidygl 6}mq,.c,Obrd unrmh, x ^ ony T Tombo ill, P.E. mWgks;ndhe,ee. Lude4451St. Luciet0o„omlmaodmrrdn l y,IJth,dmlAYglqum ld,q t8 ur;tOf plhmfgAdYUm:dyex,f'a pmlFLn lhI YS,Yrtgtal/in rl MnlLLn, dIk/p Fq,n flnv VRr,e,v„ 361vd. A, r.w 16r1lI[ot7a 4„tgr,mll. dle*s n,h,! hlnu Gup FgmnhlClm liktq•,nL nfryea tgme [,q rtls) mmasrrwnnla:rrmi Fort Pierce, FL 34946 IP11itMOf011Alled lnssn- An1u11.Imb/W,1.1.[epnLoiuJd'nbmneC,ulgM&ispolbitdri8cntit rrimlpnait,iMhem A -I led imsee-lo6urLlogs In, r.l. Job 4 Truss Truss Type Qty RYAN HOMES / SEASIDE vl WRCSSIBT A08 Hip 1 PIY 1 A0050890 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:30 2018 Page 1 ID: P42uXRd_K121 gP?afFS_28yAdrr-4QkZiDLgKbFAxptbRRgUKkmi3T4Gh 1 fs41 WkwVz4 NXJ 7-5-3 13-10-11 21-0 0 29-0-0 36-1-5 42-& 50-0 0 51 7-5 3 6 5$ 7-1-5 8-0 0 7-1-5 6 5 8 7-5-3 Sx6 = 5.00 72 5x8 = Dead Load Deft. = 1/2 In 1W Zo to t7 so -• 15 14 m u 3x6 = 5x10 MT20HS= 3x8 — 4x6 = 3x6 __ 5x10 MT20H3= 3x6 = 4x6 = 4x6 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Veri(LL) 0.48 17-19 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.97 17-19 617 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matnx-MS Wind(LL) 0.38 15-17 999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. WEBS 1 Row at midpt 5-17, 7-17, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2060/0-8-0 (min.0-2-7) 11 = 2060/0-8-0 (min.0-2-7) Max Horz 2 = 146(LC 17) Max Uplift 2 = 463(LC 12) 11 = 463(LC 13) Max Grav 2 = 2060(LC 1) 11 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 491/2719, 34=4208/2559, 4-5=4071/2582, 5-6=-3112/2018, 6-7=-2805/1952, 7-8=-3112/2018, 8-9=4072/2582, 9-10=4208/2559, 10-11=4492/2719 BOT CHORD 2-19=-2357/4100,19-26=-1883/3467, 18-26=-1883/3467,17-18=-1883/3467, 17-27=-1324/2804,16-27=-1324/2804, 15-16=-1324/2804,14-15=-1886/3467, 14-28=-1886/3467,13-28=-1886/3467, 11-13=-2364/4100 WEBS 3-19=424/471, 5-19=-295/685, WEBS 3-19=-424/471, 5-19=-295/685, 5-17=-864/728, 6-17=-363/783, 7-15=363/818, 8-15=-865r128, 8-13=-295/685,10-13=-424/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=463, 11=463. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 258 lb FT = 0% rl.,ee pyrre.r.•,Irxa[ussaii ullrraununu n[mox;sm,,turn!r.r[rare,r,Mrw,.A..,d.,.s,l.,ki.r...rlrn;de,,tin Ir.>,r[u.u.,,,SLr„y„n un,...,ati,.rmr,.1 nra ern,u M.wddrAe..ua.[., rrgr.pr.+rrhrTrmw orr4an,.ar.,aramr. „.vrro[.r4ab.I.3M.m aao ry.r.r l.nwn.,y.w r.m muf AnhonyT.TomhoIII,PE. I 80083 44515E LucieBMd For[ Pierce, FL 34946 Qppilu 0 NU Ad Ioel bosses - Anlog l.Ir5o Ill. P I. trprodoaue ofsin dom.em, io og lna is prdibad wal en lit +rill pemnsix boor A-1 led hesses - AcdnY I foots Ill, l.L Job Truss Truss Type Qb Ply RYAN HOMES / SEASIDE v1 WRCSSIBT A08T Hip 1 1 g0050891 Job Reference (optional) mun: o.c iu 5 may r0 zu ici r-nnu U.ziu s May ld zull, MI I ex industries, Inc. Wed Jun 20 14:21:31 2018 Pagel ID: P42uXRd_K]21 gP?afFS_28yAdrr-YclxwZM15vN 1 ZzSn')9L)sxJsJtoNOPX JhFHS)rz4 NXI 7-5.3 13-10-11 21-0-0 29-0-0 34-10-0 41-9-3 50-0-0 51 7-5-3 6.5-8 7-1-5 f3-0-0 5.10-0 6.11-3 8-2-13 5.00 12 5x8 = 5x10 MT20HS= Dead Load Deft. = 7/16 in 1. ov — 21 20 1a 16 15 14 13 3x6 = 5x6 WB= 6x8 = 5x10 = 3x6 = 4x8 = 4x8 = 3x4 = 3x4 = 7x8 700 MT20HS= = date urisets (x,T) - [2:U-u-u,t}u-4], ]4:0-3-u,Edge], [6:0-5-12,0-2-8], [7:13 4-12,0-2-4], [9:0-3-0,Edge], [11:0-0-0.0-0-4], [13:0-3-8,Edge], [15:0-",0-1-8], [17:0-0-12,Edge], 18:0-3-12,0-2-81,[20:0-0-8,0-1-81 LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.44 16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.87 21-23 692 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.28 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 289 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' B5: 2x4 SP No.2, B3,B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W6,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 5-21, 18-21, 8-18, 13-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2076/0-8-0 (min.0-2-7) 11 = 2087/0-8-0 (min.0-2-7) Max Horz 2 = 146(LC 16) Max Uplift 2 = 455(LC 12) 11 = 449(LC 13) Max Grav 2 = 2076(LC 1) 11 = 2087(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4517/2707, 3-4=-4182/2493, 4-5=-4045/2516, 5-6=-3160/2003, 6-7=-3201/2095, 7-8=-3523/2186, 8-9=-4375/2630, 9-10=-4463/2606, 10-11=-4562/2644 BOT CHORD 2-23=-2345/4126,23-30=-1861/3512, 22-30=-1861/3512, 21-22=-1861/3512, BOT CHORD 2-23=-2345/4126, 23-30=-1861/3512, 22-30=-1861/3512, 21-22=1861/3512, 17-18=-2059/4061,14-15=-116/258, 13-14=-116/258,11-13=-2283/4141, 7-18=-465/920,8-17=-334/765 WEBS 3-23=4501490, 5-23=-259/644, 5-21=-872f722, 6-21 =- 198/483, 18-21 = 1259/2692, 8-18=-1173/807, 10- 1 3=-404/374, 13-17=-2190/3924, 6-18=-229/666 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) 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-M 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 capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2=455, 11=449. LOAD CASE(S) Standard 4q ner,n.wdh rrh•h'llrxt ldSSIIj!tUtrj Qlirl nnartClali[nrm]rjCl]-;IIUCREIiEGtr IeAS Y!lr pneendMdr!rntiim ksp Yr.q (IIP,rYIAgt.Sr40.rt eA.m stn ri,m m!!ee.iu aclrm m,wi 41u!rr:m rn! !m r ru1M h ISIb r rt1. b r Im! Gbp [grrp r, Sludr OFn', m!N r n 101!gmtl! r cqo d M1+ Aql R4rwtl1 b n rtpr 4!qr Im.! Lryay r to tpt br, rle RI. A Lwp nugwn hrqurmn.!mldl I r.u4aalm,tr.rwt.4hdur,aun noon,do.nt.ondy dt.uAk,.amm 4ulamxrdndw rdnu 4r rod.trnrr4mfmt.yt.yn,ou e.kcgoaYYrta.!aU Anthony T.III, PE 800834talaplnfcotGerl.tlu!u!M.hlp Wh!pdnrf h!dCtAYlGgrrr SEafmm Iirlk!klh l}Id Ytl n!8coff pdp!! R.I rfnLm fa!MdL•ff LLr!A hn! = 80083 q., r"p[garrr"u4rh!sr,u!! 44515t. Lucie Blvd. rfe.fw rinr llrS egxl qrr rrOxh Mrnw!IM i41ru G!gly+mhrCi r trA p!yr,In!!Sttra 6rmoiorr No>x!1lrnnrltadrtrll bpnniph0101AA-IAwllnsses AnYayLlch.W,IJ. tepnlwnrdAisAKocem,inrqfar,nprdl'ud.identle+rinuprnitvrhmA-l(scllmu! ArdrrLbalolll,t[. Fort Pierce, FL 34946 Job . Truss Truss Type aty Ply HOMES / SEASIDE v1 A0050892 WRCSSIBT A09 HIP 1 1 RYAN Job Reference (optional) Run: 8.210 s May 18 2018 Print. 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:32 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-0prK7uNxsCVtA71 _ZssyP9s4ZHjg9tS9YL?rtOz4NXH 0 8 1-3 15 34 23-0-0 271 34-8-12 41-10 13 50 0 0 5 1 8 1-3 7-2-1 7 8 12 7$12 7-2-1 8 1-3 1 5 00 12 5x6 = Sx8 = 19 26 18 27 17 1615 28 14 29 13 3x6 = 5x10 MT20HS= 4x6 = US = 3x6 = 5x6 WB= Sx10 MT20HS= 3x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.58 13-15 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 1.10 13-15 546 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.38 15 999 240 LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2060/0-8-0 (min.0-2-7) 11 = 2060/048-0 (min.0-2-7) Max Horz 2 = 160(LC 12) Max Uplift 2 = 478(LC 12) 11 = 478(LC 13) Max Grav 2 = 2060(LC 1) 11 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4429/2726,34=4058/2488, 4-5=-3906/2514, 5-6=-2909/1941, 6-7=-2604/1883, 7-8=-2907/1940, 8-9=-3907/2514,9-10=4058/2489, 10-11=-4429/2726 BOT CHORD 2-19=-2354/4041,19-26=-1816/3352, 18-26=-1816/3352,18-27=-1816/3352, 17-27=-1816/3352,16-17=-1197/2602, 15 16=-1197/2602,15-28=-1818/3353, 14-28=-1818/3353,14-29=-1818/3353, BOT CHORD 2-19=-2354/4041,19-26=-1816/3352, 18-26=- 1816/3352, 18-27=- 1816/3352, 17-27=-1816/3352,16-17=-1197/2602, 15-16=-1197/2602,15-28=-1818/3353, 14-28=-1818/3353,14-29=-1818/3353, 13-29=1818/3353, 11-13=-2361/4041 WEBS 3-19=-498/542, 5-19=-284f726, 5-17=-980/807, 6-17=-435f771, 7-15=-435/770, 8-15=981/808, 8-13=-284/727. 10-13=-497/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., 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 240-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=478, 11=478. LOAD CASE(S) Standard Dead Load Dell. = 12 in 4x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 266 lb FT = 0% q•rlmrll w hma.h'1i171iF f13SL7(StllErk RrJl!IErlls ltW7001(BIOYI-14T;1 ;1(Otntii.11i I... lit h9pl—bnartsi odis urmfins hs4 Ye.RW.W r hS ll lrrh Rlt.ld eushtllr—t Hn+dkn r sHd.4lbl,rj suLs uoevla+uoltrndr.e.rvvft.ea1 At lh lwp nvgar+.ldslum>.ub147 Anthony T ' Tombo Ill, P.E deu dkslm+h tl tl rnhresr sdda.d4Aen 60..i+rdhtdep lY1 N Desgv,etrnrrddh Cl,n s.d46d 1 Yst nlydlRl rq rnldh Maim Will dike L will, hxdM dY xr ri1lrYny D!!r d : 80083 d h.yh+paorerra llr.+stle.YIODduyxsosN rd:hmd4d4(+gend sdntKnmltUpsd4+klh nld9ll nrdxeufSrRm'Flac IIH YLrshmten.lxn Nl.Lhf Ohm Asg.hnh+pt¢arlrmse.lxs.ns 4451 St. Lucie Blvd. I.— h et ltetrsegw er ng4.0prn rid+d oo lnu h+g[¢n Isetit. Winkspe, I.—srsa. by dgeddq IEpyer!IsenannMdYRN- Fort Pierce, R 34946 6ppikkl076i6A- I[oil hesses•ludagl.buboW,7.t. teprdocie.ofAhdemsini,ine.7fwo,ispoAibiteddrAeotlit wrinnpensissie.him A-1teofhisses •Acibetrl.lonb AP.L Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE v1 WRCSSI BT A10 Common 5 1 AQ050893 Job Reference o lional un: 8.210 s May 18 2018 Print: 8.210 s Sx8 = 5.00 12 la mitts mi l eK Industries, Inc. Wed Jun 20 14:21:33 2018 Page 1 yAdrr-U?PiKEOZdWdkoGcA7aNBxMOD6h5CuNglm?kOXgz JNXG 42-10 50 0 0 5 6 fa6 7-1-12 1 I .. .. i6 ee 1D 14 Zer 13 'F2 4x8 4x6 = 3x6 = 10-0-0 4x8 = 4x6 = 4x8 = iTe! 3x6 = 4x6 = 4x8 = Dead Load Defl. = 12 in LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DIX 1.25 TC 0.88 Vert(LL) 0.62 14-16 969 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 1.14 14-16 526 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 271 lb FT = 10% 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 1-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 6-14, 7-14. 8-14, 6-16, 5-16, 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2060/0-8-0 (min.0-2-7) 10 = 2060/0-8-0 (min.0-2-7) Max Horz 2 = 173(LC 13) Max Uplift 2 = 492(LC 12) 10 = 492(LC 13) Max Grav 2 = 2060(LC 1) 10 = 2060(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/2796, 3-4=-4210/2637, 4-5=-3274/2152,5-6=-3269/2329, 6-7=-3267/2329, 7-8=-3272/2152, 8-9=-4210/2637, 9-10=-4507/2796 BOT CHORD 2-18=-2433/4117, 17-18=-1931/3481, 17-25=-1931/3481, 25-26=-1931/3481, 16-26=-1931/3481,16-27=-1087/2402, 15-27=1087/2402, 14-15=-1087/2402, 14-28=-1934/3481,28-29=-1934/3481, 13-29=-1934/3481, 12-13=-1934/3481, 10-12=-2440/4117 WEBS 6-14=-842/1252, 7-14=-354/408, WEBS 6-14=-842/1252, 7-14=-354/408, 8-14=761/645, 8-12=304/624, 9-12=-435/482,6-16=-842/1257, 5-16=-354/408, 4-16=761/645, 4-18=-304/624, 3-18=-435/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 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) 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=492, 10=492. LOAD CASE(S) Standard rc y rr<r,.rwr a.r en esnrsssEstu[s•lar.-ofrEnauaaoulcm s rnr;ililCRK el trateeeka l m mdrt.ltln n,L•n,Inp nglflP r4!el IrYRll.tdrcu,Slenhlm,e .ma r rTM, . mrs r..v , un n nN e r ou u e, e t n, rear r¢.pe.4ou ur. m.+. n rr,y o m. a r ran rr vu, q nv. our r u rr r4 r rgr s n nati. r sor.h r. SFr RP n .gym see r.L w reudl, im,kqr HghrrurwvYN!oeQnnro.a,ineesdr rW.1sup".dr nndr[G.mK dikWkafxin4dRI.n,lirnkdrf0ld.!bW eAri—.1i 1WW4m,y.boa"WI.nqu I, to" 'W'!d MthonyT. TomboIll, P.E. rrugw,p red fee t.a.1„dr.r iro r 1. pa.$.1 rdd4n d r 4eq ceq. semis, ft[d(xl r r6e dy 1M r1no, taneMamru1—h r80083 Ad.ly le5edliefety qed .nghd(.rls.shd. IM 1!,h ( I eh r +Mae ,.f m re,lefep.i r u rV.t,"" 4451 St. Lucie Blvd. tt:YheCirtifqM,,L asie hQem das wtr, ua etWe nnnlebd tRl Fort Pierce, FL 34946 appipki 0 ?Bit A l teaf hesses - Ask.q 1. Imbe 111, P.E. leproboia. d [Yis lmmem, ia.q fa., a pmYiEuel nnccn the rnno permistiw hm Ad leaf Imes - Aelhnr 1. hair 111, P.E. Job • Truss Truss Type oty Ply RYAN HOMES / SEASIDE vl AO050894 WRCSSIBT All Roof Special 4 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 5-5-4 6-10-7 6-Cr1 6-2-5 5.7-8 4.4.4 6-11-14 5x6 = 5.00 12 Inc. Wed Jun 20 14:21:34 2018 Page 1 26 33 34 25 24 23 6x10 = 21 20 -- % 15 14 3x6 = 5x6 WB= 16x10 = 3x6 = 4x8 = 4x8 = 2x4 II 4x6 = 7x8 = Sx8 = 3x4 11 3x4 = 30-7-8 34-11-12 ass 18.10.15 28-10 30-0,0, 3110-0 41-11-10 50-0-0 1 10-1-10 9-11-5 1-1-1'2 3-2 1' 1-12 6-11-14 E-66 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.65 20 928 360 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 1.29 20 466 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' B5: 2x4 SP No.2, 66: 2x4 SP No.3 B4: 2x6 SP No.2 WEBS 2x4 SP No.3 'Except' W11,W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 4-24, 6-22, 7-23, 14-18, 8-22, 8-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2077/0-8-0 (min.0-2-7) 12 = 2089/0-8-0 (min.0-2-7) Max Horz 2 = 173(LC 17) Max Uplift 2 = 484(LC 12) 12 = 478(LC 13) Max Grav 2 = 2077(LC 1) 12 = 2089(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4683/2869, 3-4=-4350/2623, 4-5=-3398/2160,5-6=-3321/2183, 6-7=-2995/1960, 7-8=-3020/1984, 8-9=-4476/2849, 9-10=-4363/2688, 10-1 1=-4494/2663,11-12=-4584/2705 BOT CHORD 2-26=-2528/4294,26-33=-2026/3657, BOT CHORD 2-26=-2528/4294,26-33=-2026/3657, 33-34=-2026/3657,25-34=-2026/3657, 24-25=-2026/3657,23-24=-428/76, 23-35=-507/10, 21-35=-507/10, 22-36=-1431/3620, 19-36=-1431/3620, 19-37=-1675/3395, 18-37=1675/3395, 12-14=-2344/4163,9-18=-323/374 WEBS 3-26=-423/478, 4-26=-191/586, 4-24=-761/641, 6-22=-637/579, 22-23=0/351, 7-22=-1183/1941, 14-18=-2249/4023, 11-18=-228/253, 11-14=411/378, 8-22=-1094/847, 8-18=-823/1323,22-24=-1295/3207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=484, 12=478. LOAD CASE(S) Standard PLATES MT20 Dead Load Dell. = 5/8 in GRIP 244/190 Weight: 304 lb FT = 10% mq-rmv mn, me. r't i ur~ nlssal'uuu-t An;1u ttrxs t rotanttl rnt{x[a19', 1[u[nxatr rr nary f.rq paym r ml rn. rr oar Drrp Srq Itta r m trAy t lrr a r I ram Stan r„ a, tlur a,.m mm r r Nl, sy nravAv(a rmr rrttt. ri.urtnuwgri..(,.S tM., mu+gnr pad..u>rrtvror cgay.wWrmw p m getnrtvet.msorrt.r rli trtnpa ra.srq,.udet AnthonyT. Tornbo Ill, P.E. I r..t,t„r+..truyer,ur.br +ro... ro..rr..:c.+rrwmrou•,.r.oaxmm mrrmrdt.r rwrru r n,a mnrro Amurarta r r Ar.rmee.rta mrraa.ru, x z 80083 mauyrry+oroe...tu.:rmw.rmormpa,rrpmdrraprq.msdnrm.o.Imr gmruuondw.pd acSntw,mmrrautsurra,rLnarr..lmfu,p ..rfmtrrrsu..nt 4451St. Lucie Blvd. nn. uuortrrcnavey.u.mrharnu.rnasrtauE„4t..,irturWlalar e,at,:rstc.t oraaR.u, m.•nonmlami. Fort Pierce, FL 34946 OP1n1M 0 }ll{ A-1 lrl boos- Anleq I.IwS. W, Ll. lelyd.aiu d t{n dxmxs, is n1 fro, it poAl'ad widen tkt wnee petmirtile his Ad led 1nsu+- Anh ay 1. lids III, M. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE v1 ' WRCSSIBT Al2B Hip 1 1 A0050895 Job Reference (optional) nun: ts.Z1u s May its Zu16 runt: ti.L1u s May 18 zu18 MiTek Industries, Inc. Wed Jun 20 14:21:35 2018 Page 1 ID:P42uXRd Kj21gP?afFS_28yAdrr-ROXSIwPp97uS1amZE_QflnTbaUlgMCObEJDVcjZANXE 7-1 11-11-12 23-0-0 27-0-0 31-10-0 11-9-11 50-" 5 7-3-2 7$10 8-0J 4-0-0 7-10-0 6.11-11 &2-5 1 5.00 F,2 5x8 = Sx6 = Zo 32 Z4 33 3x6 = 5x10 MT20HS= 4x8 = 23 22 20 19 4x12 = 6x10 = 2x4 II 3x4 11 3x4 II 34 1615 14 13 3x4 = 3x6 = 7x8 = 700 MT20HS= 4x8 = Dead Load Defl. = 9/16 in 11-Z13 23-0-0 27 30-40 33.1 -1 I7.9.11 50.40 11-3.13 11$3 4-0-0 3-0-0 310-0 611-11 8-2-5 Plate Offsets (X,Y)- 2:0-0-0,0-04], [4:0-3-0,Edge], [6:0-5-12,0-2-8], [7:0-3-0,0-2-4], [9:0-3-0,Edge], [11:0-0-0,0-0-4],113:0-3-8,Edge], [15:0-0-0,0-1-81, [17:0-7-0,0-4-12], 121:0-4-0A-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.62 23-25 968 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 1.22 23-25 493 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 292 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' 85: 2x4 SP No.2, B6: 2x4 SP No.3 B4: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W6,W8: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 5-23, 6-23, 7-22, 8-21, 13-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2076/0-8-0 (min.0-2-7) 11 = 2088/0-8-0 (min.0-2-7) Max Horz 2 = 160(LC 17) Max Uplift 2 = 470(LC 12) 11 = 464(LC 13) Max Grav 2 = 2076(LC 1) 11 = 2088(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4539/2756, 3-4=-4139/2477, 4-5=-3976/2494, 5-6=-2961/1916, 6-7=-2941/1980, 7-8=3292/2053, 8-9=-4427/2718, 9-10=-4572/2694, 10-11=-4564/2666 BOT CHORD 2-25=-2397/4150,25-32=-1828/3424, BOT CHORD 2-25=-2397/4150,25-32=-1828/3424, 24-32=-1828/3424,24-33=-1828/3424, 23-33=-1828/3424, 20-22=27117, 18-21=-1942/4176, 18-34=2164/4183, 17-34=-2163/4184,11-13=-2302/4141, 8-17=-382/903 WEBS 3-25=-506/555, 5-25=-2447712, 5-23=994/832, 6-23=165/274, 21-23=-981 /2682, 7-21=-477/903, 8-21=-1500/1051, 10-13=-465/407, 13-17=-2211/3963, 6-21=-290/815 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) 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-M 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 capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=470, 11=464. LOAD CASE(S) Standard 6q IMvIIrgY.rr•n•h'cl nLl nlsLrsfwu'I QI41tRW t(OF]fIfJ1 (1117x('{1TrJ'; Illltilli/Hi ha ierq Yvp r.odm errd ur:n:lrR:ln.pde.q ln4;dmer].r1 Ir R11.ld.en flen kre Re We,dln.M d.ee R" wisj d11111 f.r'Qlle/1l rsdmmrnbM.d4 h11rn: tevp tep.p1,SK]dry[epey;mvrwor llllgam O.Qrr dmMMrid11r1C'.RSMY Y b1li 4t.11R1{Mo011 Idf. Re0 t 41 n1 LrIRn.Il1 h11 fImRSYVArJ Anthony T. 7omtYJ ltl,?EdwAiul-Wan.l gNhmrvldadh0.cr.0e0mi.avdr fsYtd/qhs•,.oemud/ufL6Cdtrbdl.fsln4dlF1 ih4 nddYlGdwYdIReANfmtd.f hfi}Q'4e,YYeMrdkrsluireeeey eili.d a 80083elmtilalMt}eoeGeem eelt{de..m110efmrr.le:dpteeln:dmheig(mpiedWerrY.u.I rrA:rl4TAullxAnrd.ordla eerdp atld.lmRyea,ear:dYLne'L1imAr..,bnfh p!q—dtm,bm"r-..vu om4451 5t. Lucie Blvd. efu.neW.ellre(et E qxl Te•`Tmlhll r.:n ndrei fY tnnhu f teiblCim{a'lapMge.,n lRulrtra y.e.loie il.4k:nnneielYmL n Fort Pierce, ci Blvd. 6ppi1NO}DI{ bl[nflnsses AaA.gl.ln:h.116p.l. ttpr.batcedlYis{etvmt.t,innyfu,isptoiilet/.itlen(Yerritte.pemit34946 uuhmA4leviIntlet-Aetbarl.Twloltl,p.l. Job a Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIBT A14B Hip 1 1 A0050896 Job Reference (optional) etun: ts.nu s may its suits rnnc ts.ziu s 3x6 5.00 12 5x8 = 3x4 11 5x8 ll 6 7 0 its zuits mi i eK mUUslnes, inc. WecrJun zu 14:Z1:J0 1U16 3yAdrr- ROXSIwPp97uS 1 amZE_Of1 nTYGUpWMBVbEJ DV 3x4 II Zb JJ J4 Z0 24 23 21 zu 3b 18 16 15 14 3x6 = 3x6 = 6x10 = 17 3x6 = 4x6 = 4x6 = Sx8 3x4 = 2x4 11 5x6 11 4x6 = 2x4 11 502 = 33- 41 LOADING ( psf) SPACING- 2 0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.18 14-32 987 360 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.43 24-26 968 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.06 16 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30, B3,B6: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2- 10-0 oc bracing: 16-18 6- M oc bracing: 7-22 10- 0-0 oc bracing: 22-23 WEBS 1 Row at midpt 4- 24, 6-22, 8-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1307/0-8-0 (min.0-1-9) 16 = 2567/0-3-8 (min.0-3-0) 12 = 292/0-8-0 (min.0-1-8) Max Horz 2 = 133(LC 12) Max Uplift 2 = 330(LC 12) 16 = 468(LC 8) 12 = 154(LC 13) Max Grav 2 = 1319(LC 23) 16 = 2567(LC 1) 12 = 378(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2653/1612, 3-4=-2342/1426, 4- 5=-1392/936, 5-6=1316/958, 6- 7=-813/649, 7-8=-810/641, 8- 9=-369/1121, 9-10=-506/1148, 10- 11=-528/1014,11-12=-152/445 BOT CHORD 2- 26=-1346/2414,26-33=-871/1803, BOT CHORD 2- 26=-1346/2414,26-33=-871/1803, 33- 34=-871/1803, 25-34=-871/1803, 24- 25=-871/1803,23-24=-296/0, 19- 22=-120/344, 19-35=-120/344, 18- 35=120/344, 12-14=-375/176, 22- 23=0/284, 7-22=-437/379, 16- 18=-2509/1511, 9-18=306/364 WEBS 3- 26=-420/462, 4-26=-249/607, 4- 24=-778/653, 6-24=-299/535, 22- 24=-314/1365, 11-18=957/745, 11- 14=0/353, 6-22=-574/419, 8- 22=-725/1387,8-18=-2030/1060, 14- 18=-291/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5 Opsf; h=15ft; Cat. 11, Exp C; End., 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) 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-M wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) except Qt=lb) 2=330, 16=468, 12=154. LOAD CASE(S) Standard Dead Load DeB. = 3/16 in PLATES GRIP MT20 244/190 Weight: 295 Ib FT = 10% q Mva.r,rr.a.w•tlittsnsss3isnsti1atasfltllSlfOe IlUlnSl]tjl77;t[tlCilEiiRfi hio.te;frku*NormtdrrJdn.IstUmksp6nglf[Od64Jyl ir<IarlrLtdeeatSL•drfner Wsorr.a,tm mToo' 0 flldr:m F'0, tm rr-11.& Tob..w1, r I., to hp- ia, SF]am Ealrr;uud.a y TO rer e. ,F=,0ftptrty npebrre,p.Adq%, N I.a d fe.0 1- 1pd. ae TMr d. Ri llr lwp.,.P-Yaq,a .'"I Anthony T Tombo fll, P.E. drudah fnMgl.xgnhrqwlm dmr O.ur.M(Im tadscrl t feh WL40enrn•,.tri rn dor dL6rC dMhrd l.iq n4d0.1.lrr,rnnldh101d.. Nll nrdWlml..irrq Liar.ti'rrr. attANadYsvr tadiret re,ruaWrd ff 80083 a I. Yy irt¢ d te- ll nt ttl r+a et i0D d ra rreminad rd t d m t.dfrr (rar.ro sdrrr Knorr (si11j rihYef 1 d siU.e rd.e,rsy ml res, TM1I arLrs to rnreasixn d eaLs tLLn, h„}r, l:.t eetp [qa..s tort ardrx.,.e,s ala.W lbrillafitragdmo.rmrhdr.:xnire! IMinss dsrr:4mr1, 101b{ilar ksya,nL sSrtaEtruntlgrefs Nofl.d.:onnlddollLl 4451 Lurie Blvd. Fort Pierce, FL 34946 oppilhi07016A-11wffresses- Amiaayl tomb#Ill. p.l. leprdadioaoffirsdMietni, War frodd ,itproilriMotlthewide#permituMhamA-1loafhisses-AarhwrT.Temboill,pt. I Job Truss Truss Type City Ply RYAN HOMES / SEASIDE v1 ' WRCSSIBT A15B Hip 1 A00508 77 Job Reference o tional Run: 6.2 eu s May its zuin Print: 8.ziu s May its zu18 miiek industries, Inc. Wed Jun 20 14:21:36 2018 Page 1 ID:P42uXRd N2lgP?afFS_28yAdrr-vaSgzGQRwROJflcLloixuZ?OiQu555eTkTzz289z4NXD 8-0-13 17-0-0 21-5-7 27.64 33-0-0 35-0-0 41-53 50-0-0 1 86 13 8-53 4-57 6 10 5-0i 0 2-0 0 6-53 8.6.13 5.00 12 5x6 = 3x6 = a 3x4 II 5x8-- 3x4 II Dead Load Defl. = 1/4 in 24 22 21 1. ' 17 1613 14 4x6 = 2x4 II 46 = 6x10 = 3x6 = 46 = 46 = 802 = 4x6 = 3x8 MT20HSII 502 = 8-613 17-0-0 276-0 30-0-0 33}¢0 1 35-0-0 41-5-3 50-0-0 86-13 S13 10-&0 26-0 3-" 1 U3 t4&13 1-2-0 Plate Offsets (X,Y)— 5:0-3-0,0-2-4] [8:0-4-00-2-2] [19:0-3-12 0-2-8] 121:0-2-8 0-2-0] LOADING( psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.23 21-22 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 VeR(CT) 0.50 21-22 833 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.07 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 293 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3, B6: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3- 1-0 oc bracing: 16-18 10- 0-0 oc bracing: 19-21 WEBS 1 Row at midpl 3- 22, 6-19, 8-19, 8-18 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1291/0-8-0 (min. 0-1-9) 16 = 2660/0-3-8 (min. 0-3-2) 12 = 243/0-8-0 (min.0-1-8) Max Horz 2 = 120(LC 17) Max Uplift 2 = 315(LC 12) 16 = 506(LC 8) 12 = 156(LC 13) Max Grav 2 = 1308(LC 23) 16 = 2660(LC 1) 12 = 327(LC 24) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2555/1494, 34=-1608/956, 4- 5=-1497/986, 5-6=-1385/1002, 6- 7=-700/528, 7-8=-709/528, 8- 9=454/1255,9-10=-570/1302, 10- 11=-585/1168, 11-12=-102/579 BOT CHORD 2- 24=-1211/2308, 23-24=-1211/2308, 22- 23=-1211 /2308, 19-31=-520/604, BOT CHORD 2- 24=-1 211/2308, 23-24=-1 211/2308, 22- 23=1211/2308, 19-31=-520/604, 31- 32=-520/604,18-32=-520/604, 12- 14=-498/217, 19-21=0/312, 7- 19=-387/349, 16-18=-2602/1512, 9- 18=-247/298 WEBS 3- 24=0/351,3-22=-1006/798, 5- 22=30/324, 6-19=-798/556, 11- 18=-987/758, 11-14=-3/369, 8- 19=-896/1721, 8-18=-2023/1039, 19- 22=-395/1090,6-22=-160/318, 14- 18=4181164 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) except Qt=lb) 2=315, 16=506, 12=156. LOAD CASE(S) Standard feq- ILyv nngtl.n•h•h'dl Utl fnSi7j'S(LLEIj¢rutIFW 1(i Fifltll(615Y IIL•1';!(nCREK1EFWr, leer trappodrts ed rid edn.d l m3erphuglfta rhl.11 kheilf hIre.Led Muni odn,dn """n'IN'.y IaI' ssa•mras.di..:e1M n'i17.. rtJ ssslrws lrbp fgxp'. p oE' heft sed..e ellrgn.n.-pc' de. p 1KM1mI +Nwda,b.'respd4uy'ems k-podwn' 11100 wd. FM eht pnsnr.-b"mmaes. uddlee 1 dn' We"I_bglnllnln6'np.:Mm dC.Am.dO..is.sard gln6 Wt(kup•,. fw ca''adtr'Qt dt lC.l d:bdladzl n4dlM l'„nW dtrlrid ghdl n'dn'ims. w, MthonyT Tombo 11., P.E. rrurrx fnnecr.n u..,m'n.v,eo.do psmn.lpddo+'dr.mil.Erq.msdmak.ea.tlOrNandb nodsuen' dnewti.pnd a.e meul.' aa".f a 'r' nsmr r,onerny.sw d : 80083 s1a.' u ddar le.(.s qxd .., W. gdldntn wd'ei Es'Inud! trreteew f. p " w•. Im"ESP".fems MAlsP'u,wns 4451 St. Lucie Blvd. sT! q s.p,nL slrea Elm. dm,.dl Nq?lTltr•u nenld d.sl Fort Pierce, FL 34946 6P1TitN01016AItedlmsses- Aukely1.funkIII,r1. tepeodocia.ol0oi.ahem,infly fun, ispro6lnednitAcdetit -riven permissiu6a.A-1teellnsses-A1111myT.Ta.EolI01. Job . Truss Truss Type City Ply RYAN HOMES / SEASIDE v1 A0050898 WRCSSIBT A16B Roof Special 1 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s ID:P42uXRd Ki210 5x8 = 5.00 12 5.8 = Sx6 = 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:37 2018 Page 1 3x4 11 Dead Load Dell. = 1/4 in 25 24 zs st 22 21 zu 3:s 34 17 16 10 14 4x6 = 2x4 11 4x8 = 6x10 = 3x8 MT20HS I I 4x6 = 4x6 = 3x4 II 5x12 = 15.0-0 21-10-1 2%2 a0 0 p 33-10-0 35-0,0 41-5-3 50 0 0M138fr13653 1 6 10 1 6 10 1 3-14 3-10-0 2 6-5-3 8$13 Plate Offsets (X,Y)— 5:0-5-12,0-2-81,119:0-3-12,0-2-121 LOADING(psf) SPACING- 24)-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.23 25-28 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.41 25-28 999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0 07 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 291 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* B3,B6: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3-1-0 oc bracing: 16-18 10-0-0 oc bracing: 19-21 WEBS 1 Row at midpt 5-22, 8-18, 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 127310-8-0 (min.0-1-8) 16 = 2687/0-3-8 (min.0-3-3) 12 = 213/0-8-0 (min.0-1-8) Max Horz 2 = 127(LC 12) Max Uplift 2 = 368(LC 12) 16 = 567(LC 12) 12 = 145(LC 13) Max Grav 2 = 1287(LC 23) 16 = 2687(LC 1) 12 = 391(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2496/1440, 3-4=-1717/1050, 4-5=-1628/1072, 5-6=-1285/912, 6-7=473/374, 7-8=-567/470, 8-9=-523/1362, 9-10=-646/1397, 10-1 1=-668/1263, 11-12=-215/662 BOT CHORD 2-25=-1 155/2232, 24-25=-1 155/2232, 23-24=597/1513,23-32=-597/1513, BOT CHORD 2-25=-1 155/2232, 24-25=-1 15512232, 23-24=-597/1513, 23-32=-597/1513, 22-32=-597/1513, 19-33=-355/520, 33-34=355/520, 18-34=-355/520, 12-14=-575/285, 7-19=-488/439, 16.18=-2630/1575,9-18=-285/335 WEBS 3-25=0/334, 3-24=-833/649, 5-24=-237/539, 5-22=-332/205, 6-22=-8/321, 19-22=437/1222, 8-19=-944/1634,8-18=-2137/1121, 11-18=-1003/769,11-14=-13/380, 6-19=1065/685, 14-18=-500/220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 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 8 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) All plates are 3x6 MT20 unless otherwise indicated. 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=368, 16=567, 12=145. LOAD CASE(S) Standard I-Ve Pine therq* orrY'I I W n7MrS1111rj QM R11131 MEkl0A7xs-M,' llrselltgw r tm lull Yrq pnxrnd rndmauslrns Anp YuglRnr, milk bins 11r4R1Lhhear5hn M— um MnU rrxJnalll,s} Mild uocw l': uDYrNhblAn.0 l,rinuksgl[gr.pr.sloalt .r nurJ es lrigrebso.aim 9nM8sYd 9x:yr:y.wnl ku lnpoln s*ims tPmh lwlro.¢ re MI lY tnp n,unl rmrn—Nj Anthony T. Tombo ill, P.E. idMrlNlmfYrJInI1,n0ert1^rr1Y!dOsu.40nnsneazdsprh{nli OuTY,nolmm iprll(,llCdOrYIiY$i1n11 1PL11lr tdib101d!kllnrddltmtdrt lira}Af 6nNbr.dY¢grdiYY,y Yi/1!i =80083 r Wal Mssedbeore tl nsrarno.IGDdsapmt srl esdml.tlr!(q m Weq lsS,tr pdj rlhJdryAdUllnrranu'+pnlphu lRl Lsinyr¢ilxn I MLs/L1n1 Rv#.Ons Ys#!gao slmslnhax.ans 44515t. Lucie Blvd. AMU Wm111rS Ogxlyyt.ns,ghdpv 1hr11Y inv hsl*!mhln6{fiy Msyr.,nL,:ssse. hpureor wr! uq:irlYmoeldd Yml Fort Pierce, FL 34946 oppilks 01DI I A I loll [tosses- An1oq I. lee6o III, IJ. lePrd1ou1 d Iln iKUMI, u IVY Ire, is praAil'aeJ rd:a IAt rrinu peroiwM hso Ad led lrnus- lethar 1. bob I0,1 [. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 " WRCSSIBT B01G ROOF SPECIAL GIRDER 1 2 A0050899 Job Reference (optional) Run: o.nu s may in zu1ts vir l: tl.zlu s May 18 2018 MITek Industries, Inc. Wed Jun 20 14:21:38 2018 Page 1 ID: P42uXRd_Kj21 gP?afFS_28yAdrr-ryDbOyRhR2G 1 u2U7v7zMeO52Sin4ZXR 1 wHS9C 124NXB 36-8-0 14)-0 570.3 i-08 570.3 39-4. 2+0 5J 1111 S7 I 02 31S 30'1 }} 1 12 5x6 = 2x4 11 Dead Load Dell. = 7/16 in 4x6 2x4 11 12 2x4 = 5x6 = 1017 13 14 5 00 FIT 3x8 = 1 q 5x6 = 1.5x4 11 3x6 10 3 1. Sx4 5 6 8 = 3 1 t2 4 4 W 1 32 tO 12 3 W 433 0 20 1 27 26 25 33 34 24 35 36 23 22 6x10 = 18 17 16 4x6 = 4x8 = 5x8 = 4x8 = 7118 = 4x6 11 2x4 II 7x14 MT20HS= 20 11 35- 8&7.4 9. 4-017.0-11 22-7-3 2E-0.12 30-0.0 1-10. 3}t - 2 9. 4-0 7$11 S67 SS9 1-11 1-10.1 1.11-15 -2 0. 1-12 0. 5e LOADING( psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.45 24-25 943 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.84 24-25 502 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.19 17 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 517 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B1: 2x6 SP No.2, B3: 2x4 SP M 30 B5: 2x4 SP No.3, B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' W8, W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. Except: 6- 0-0 oc bracing: 9-11 10- 0-0 oc bracing: 21-23 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-" oc bracing: 17-19 REACTIONS. ( lb/size) 2 = 2336/0-8-0 (min. 0-1-8) 17 = 2810/0-3-8 (min. 0-1-11) Max Horz 2 = 359(LC 5) Max Uplift 2 = 662(LC 8) 17 = 740(LC 8) Max Grav 2 = 2336(LC 1) 17 = 2810(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-5359/1544, 3-4=-5081/1440, 4- 5=-5050/1445, 5-6=-9538/2709, 6- 30=-9538/2709, 7-30=-9538/2709, 7- 8=-9230/2675, 8-31=-9224/2671, 31- 32=-9235/2673, 9-32=-9240/2675, 21- 23=0/307, 9-21=420/1843, 12- 13=-1355/458,14-16=-264/103 BOT CHORD 2- 27=-1594/4917, 26-27=-2211/7322, 25- 26=-2211 /7322, 25-33=-2591 /9009, 33- 34=-2591/9009, 24-34=-2591/9009, 24- 35=-338/1214, 35-36=-338/1214, 23- 36=-338/1214,20-21=-2551/9420, BOT CHORD 2- 27=-1 594/4917, 26-27=-221 1 f7322, 25- 26=-221 1 f7322, 25-33=-2591/9009, 33- 34=-2591/9009,24-34=-2591/9009, 24- 35=-338/1214,35 36=-338/1214, 23- 36=-338/1214,20-21=-2551/9420, 17- 19=2514/657, 13-19=-2484/660 WEBS 3- 27=-319/218, 4-27=-1007/3671, 5- 27=-4248/1265, 5-25=-782/2512, 6- 25=-377/211, 7-25=-230/604, 7- 24=-777/439, 7-21=-229/419, 12- 20=572/1886, 13-20=628/2395, 9- 12=-1912/562,9-20=-9143/2583, 21- 24=-2292f7929 NOTES- 1) 2-ply truss to be connected together with 1 Od 0. 131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 (jt=1b) 2=662, 17=740. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 123 lb up at 20-8-12, 163 lb down and 123 lb up at 22-8-12, and 163 lb down and 123 lb up at 24-&12, and 163 lb down and 117 lb up at 26-8-12 on top chord, and 1332 lb down and 400 lb up at 18- 8-12, 88 lb down at 2048-12, 88 lb down at 22- 8-12, and 88 lb down at 2448-12, and 88 lb down at 26-8-12 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: 1-4=-00, 4-5=-60, 5-32=-60, 9-32=-20, 10- 11=-60, 11-12=-60, 12-14=-60, 14-15=60, 2- 22=-20, 19-21=-20, 17-18=-20, 16-17=-20 Concentrated Loads (lb) Vert: 24=-71 (F) 7=-1 23(F) 30=-1 23(F) 31 =-1 23(F) 32=- 1 23(F) 33=-1 332(F) 34=-71 (F) 35=-71 (F) 36=- 71(F) rrq- ny-.. errru, Tn.tr•I I unnnoriluinalmr[IIIII ramuimtaxi al[r;uurnta-atrr.. lryrt r l tn..,%.I r,,.r ad., dw—md.m III, I Wntnrlr r:[. nil mart. mlDf.na1 t:err.,rvr[q>Kpr. sro t.p,;ru+.lor ycmrrru r amd npe,q ey.wanMrrsQ4r r:ir mu M.ut.mloo.q.r. rsr nasp.v.r-Iwq r1 u Ikrlmfhr.rWfgnrrtyw31n4r0.m,r0.iirascaytfvrl.!IulEevpr,.tr aln lirlll,lrCrlrhdl.fgn4dfRl ihq N4rlYdo hdln dmimtaI.Cglr6lu-gi,.mbe.rlkegJd.rrnq.,ntn4 Anthony T.80083 ll, P. E 80083 trtrlg MpcJ4cr4.lOr]r Cn.r107.IbpUot ra rhhudr4i.q(w/O.1dar1-.o. IJr4aJdhRdaxln+dnuf'. psi rBc P.IY1.tm rydti,edhLnCLhm Aa#.,1:.1Mp'gr.f ln!1h.r:u..nt 4451 St. Lucie Blvd. ne.xrtmrryrl,na Q.t....oa14 rr.. anti h r.0 xvr:gr. ti rtl r r:ig rcp... rn:s Ire. Egan [ aq M!q ao o.;4ay ru r r td.d. mi. ppyhO7AlAAdi..Ilnsses- AnkgLlro-b.W,rl.Irpldwr.dAnA.morn,usly lrr,ispaijktil.irrentit .,itte.pmissinhnA-Ilcdirnsn-A.flnrl.isdolli 1. Fort Pierce, FL 34946 Job A, Truss Truss Type CRY Pb RYAN HOMES / SEASIDE v1 WRCSSI BT BO2 Roof Special 1 1 A0050900 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:39 2018 Page 1 ID:P42uXRd_Kj21gP?afFS_28yAdrr-J9nzblSKCMOuWB3KTgUbBdeFS58H11 mB9xBilUz4NXA 3&" 15{r0 21.10.4 28h12 31-10-13¢7,,{ h-06 900 6t>0 6+4 62-0 I 345 I 3.1-15 74I 1.0-12 5x6 = 2x4 11 Dead Load Defl. = 5/16 in 4x6 3x6 = 25 23 22 21 ` 6x8 = 16 15 14 3x6 = 3x4 = 4x6 = 6x8 = 3x4 11 2x4 11 1.50 II 8x8 = 31T 9a0 j= 21-10-4 26-0.12 30-0-0 31-10-1 33.1 9-0-0 6-rr0 6+4 62-0 1.11 1.10.1 1.11.1: -2 0-1.12 0-5-8 Plate Offsets (X,Y) - 2:0-0-2,Edgel, [3:0-3-0,0-24), [7:0-5-12,0-4-01, 110:0-2-4,0-2-01, 19:0-6-0,04-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.33 22-23 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.54 22-23 >784 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.17 15 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 231 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30, B5: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' W4: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Except: 64)-0 oc bracing: 7-9 1040-0 oc bracing: 19-21 BOT CHORD Rigid ceiling directly applied or 3-10-2 oc bracing. Except: 4-7-0 oc bracing: 15-17 WEBS 1 Row at midpt 19-22, 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1470/0-M (min. 0-1-12) 15 = 1583/0-3-8 (min. 0-1-14) Max Horz 2 = 358(LC 12) Max Uplift 2 = 405(LC 12) 15 = 401(LC 12) Max Grav 2 = 1470(LC 1) 15 = 1583(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2887/1679, 34=2602/1660, 4-5=-3153/2045,5-6=-3153/2045, 6-29=-3181/2269, 7-29=-3185/2267, 7-19=-30lf730, 7-9=-202/436, 10-1 1=-721/555 BOT CHORD 2-25=-1676/2578,24-25=-2041/3272, BOT CHORD 2-25=-1676/2578,24-25=-2041/3272, 23-24=-2041/3272, 22-23=2041/3272, 18-19=-2275/3190,15-17=-1389/998, 11-17=-1355/1003 WEBS 3-25=-224/649, 4-25=-781/478, 6-22=-313/388,19-22=-1934/2964, 10-18=-518f774, 7-10=-914/574, 7-18=-3139/2281.11-18=-818/1237 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 36-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=405, 15=401. LOAD CASE(S) Standard fcq-ttat(t wpYt rt•d•t-slptl nEQSj S0111's QfLI00611-uiallUi (ISlJx1'Q7]'; t[nCr ifli 6rc.le•sj iC*pmi dn en btlinf lr im lf[PrYlryrl 1wh Vill SkMWnnt rinsde—del re M•tt Wlnd mtl'als uflnrNhtr 0rbrn1l lstlrns rsgt ftarept.Sptit EtpwM,md4 rt irliyesemrempolrt ds t4att•bs ny WegLdln tlb ser7tl st mt atro tq.r rsl hrt.pn q v bttgitmrn newt Anthony T. Tornbo 111, P.E. I dntAfral.mfunWlnenbenrvlJmdtsAin.MOmirAecd¢fahW4hEeupr,hixnnaOeRl,deCdOtYdldatn4dtM1l iMpnNdot101d.Atllnedhfrnt.erJKylrflgmgt.mECrdkrt ehpYotrryrWUtd a 80083 ti taYq NsQdd4ert, W ast M hlW dde prtotn ted /dtAneddt Mlq (tegrm se ltt-tea pajwNdq moluu .e ta.n y pNFhae rnlrs,tnmKnstan.swnei•In, Dedp.nm rnp igan.l u.0 4ebxn,wm 4451 St. Lucie Blvd. Re.(u liW llt!a,d qed esr a,mplt ed poet erehtl hlnss GegF ethltl de lilsl ksye,n l:.sev+4 wrW 10 sdr:t'mnnldad YON Fort Pierce, FL 34946 pptipito7AlAAlA0tl1t sses-A t1u71.ltah 01.Pl.bpnlydiodtlisi mrem,mcoy fun, ispaiUd akettit rrinnpetaisurbee A-Ilsdlasses -Atibrrl.lmbl0,r.L Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1 WRCSSI BT B03 Roof Special 1 1 A0050901 Job Reference (optional) Run: 8.21u s May 18 2u18 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:39 2018 Page 1 ID: P42uXRd_Kj21 gP?afFS_28yAdrr-J9nzbl SKCMOuWB3KTgUbBdeFs57i I?fB9xBilUz4NXA 36-8-0 1 6-1a1 11-0-0 16+0 21fi-4 z6-a12 31-ia1 35-0-0 7 6-1a1 1-1-1s si-0 5.2.4 6 i-8 35 3-1-16 74 1a12 5x6 = 2x4 I I Dead Load Defl. = 3/8 in 4x6 3Y6 = 25 23 22 — 4x10 = 17 16 15 3x8 = 3x8 = 4x6 = 7x8 = 2x4 II 2x4 II 8x8 = 30-12 11-0-0 21 {r4 284)-12 30-0.0 31-'0- 33-1 11-0-0 10{a4 6{r8 1-11.1 1-1a1 Al-15 -2 a1-12 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.26 25-28 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.61 25-28 684 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 236 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B1: 2x4 SP M 30, B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Except: 6-" oc bracing: 8-10 10-0-0 oc bracing: 20-22 BOT CHORD Rigid ceiling directly applied or 4-44 oc bracing. Except: 4-6-0 oc bracing: 16-18 WEBS 1 Row at midpt 20-23, 8-19 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1470/0-8-0 (min. 0-1-12) 16 = 1583/0-3-8 (min.0-1-14) Max Horz 2 = 358(LC 12) Max Uplift 2 = 405(LC 12) 16 = 401(LC 12) Max Grav 2 = 1470(LC 1) 16 = 1583(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2987/1818, 3-4=-2610/1573, 4-5=-2373/1506, 5-6=-2604/1688, 6-7=-2407/1731,7-29=-2409/1726, 8-29=-2414/1725, 8-20=-288/712, 8-10=-200/426,11-12=-721/561 BOT CHORD 2-25=-1882/2720,24-25=-1752/2673, 23-24=-1752/2673, 19-20=-1752/2409, 16-18=-1390/1009,12-18=-1355/1013 WEBS 3-25=-439/461, 4-25=-372/747, WEBS 3-25=-439/461, 4-25=-3727747, 5-25=-403/339, 6-23=-184/299, 20-23=-1615/2469,11-19=-444/643, 8-11 =-824/547, 8-19=-2436/1824, 12-19=-828/1235 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 36-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=405, 16=401. LOAD CASE(S) Standard feq-rleri tlwn n•w•tr•11U[fNtsEsfinUrl ar.-w nwf u0t7ll[es mlo4j ¢1!r;au[n'J'M[fi I.c hY rcr rnemdrtr,w,wn:te, ksp r..y lrwl wlr rrJ.r11w•L1L1t.m.tuwn M„m ulmernu vrinm 0.1 Y:hi:w rlo,u11h"tw r rnh r.ee If tirw,Imv,(yre(te,frca F.:;rurwe7IG1igrrumomFri4r M1ntMn :y rywWN krlesp44 to rIns MnetnrIOO.Ir. ele ml lYdmPosr.PM 1W.Q:wmwL%Wt7 ' c witwAootm,ryweynrrnpJYY 4r4w.ro..f,raredgfrraven,h Pr:..r,on rm bxrrbdr.Y>an4dfM1l ihrl mtl/rlGldandlnrdrimL , Moony 7 80083 ll., P E. r ra'allapi urcrrr mo„uu.rrro trrpm,.e dm c d'4 i'n9 trq,MwrnywsLr4 80083 rf..,rr 14 t rfana P4dm, lwdfantKnuw!r6P r1Y5klq rlld Wl n:4Ymlr pYd FlrQ P`Itlw,LmrmdC„wtlgs/a, hwf hn#,Im, rs, fapn wlfmtlaY.n.ant 4451 St. Lucie Blvd. r vw•+waatrnrnanrm,dui:titnmt geey.,nr,:,s.,.t.eeutw uoieTer nnee d.mi tpPiAN0101{A-I[teflrrsses A>tlnr11m6.10,1. teprdwicsdd'nlwuatm,inoil hook isrroAl4d.itYtnrYtwnnnptmitduboor A-Ihdlntu,-Aednrl twl.N,1.(. Fort Pierce, FL 34946 Job - Truss Truss Type city Ply RYAN HOMES / SEASIDE V1 A0050902 WRCSSIBT B04 Roof Special 1 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:40 2018 Page 1 I D: P42uXRd_N21 gP?afFS_28yAdrr-nLKLoeTyzgWl8LeW 1 YOgkrBOiVS11 UyKNbxGHwz4NX9 36-&0 1 7-7-12 13-0-0 40-5 2E-0.12 30-0-0 31-10.1 35-M 7 7-7-12 5+4 tW5 7b7 1.11 1-10.1 }1.15 7 1 12 5x8 = 2x4 11 Dead Load Defl. = 1/4 in 8x8 = 8 4x6 3x6 = C 23 22 20 19 - 4x8 = 14 13 12 3x6 = 1 Sx4 11 3x8 = 4x6 = 6x6 = 3x4 11 2x4 11 8x8 = All t I 1-0 I 525 28-0-12 I10-h311}11-01-051-1-12 0.7- 72 1- 2 0. 1-12 0- s4 Plate Offsets (X,Y) - [2:0-0-2,Edgel, [4:0-3-0,0-24), 6:0-5-12,04-8), 17:0-5-12,04-01 LOADING( psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 BCDL 10.0 Code FBC2017lrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' 135: 2x4 SP N0.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. Except: 10- 0-0 oc bracing: 17-19 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4- 7-0 oc bracing: 13-15 WEBS 1 Row at midpt 5- 22, 17-20, 6-16, 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. lb/size) 2 = 1465/0-8-0 (min. 0-1-12) 13 = 1563/0-3-8 (min.0-1-14) Max Horz 2 = 341(LC 12) Max Uplift 2 = 401(LC 12) 13 = 375(LC 12) Max Grav 2 = 1465(LC 1) 13 = 1563(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3000/1673,3-4=-2374/1387, 4- 5=-2139/1342, 5-0=-1906/1127, 6- 17=-312/736, 8-9=-711/473 BOT CHORD 2- 23=-1807/2703,22-23=-1807/2703, 21- 22=-1361/2249, 21-27=-1361/2249, 20- 27=-1361/2249,16-17=-1062/1898, 13- 15=-1373/837,9-15=-1337/839 WEBS 3- 23=0/267, 3-22=-672/536, DEFL. in (loc) I/defl L/d PLATES GRIP Vert( LL) 0.20 23-26 999 360 MT20 244/190 Vert( CT) 0.40 20-22 999 240 Horz( CT) 0.13 13 n/a n/a Weight: 239 lb FT = 10% WEBS 3- 23=0/267, 3-22=-672/536, 4- 22=-212/568, 5-20=-180/286, 17- 20=-1292/2124, 8-16=247/490, 6- 8=-729/434, 6-16=-1954/1146, 9- 16=-643/1218,5-17=-423/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1.0-0 to 36-8-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) except at --lb) 2=401, 13=375. LOAD CASE(S) Standard atq- tiG m..d'rFuumssOiuuFrraruFOnaAC-MrEanS10111 1,11A I:. Imp lr.f 41}.EbmLeeN ent em,e.uo+d.a>a,rF Yihltrernrllm rMhaWhhll hr d If afrru k*fgW(U.*-,M E" e'au1naim F*,*w"'n'4-k"IFror 1n4i4tg11 jLgGAnhe RO a¢.n4t KI 1Y Map nuaNn.Iray t.0lni trJiR,7 Andsony T. Tombo 111, P.E. I dntA. iFtnrlr.F1.I1.r,nYrt>rv11a!r140.m40.irras•Cir lrhla tgkvp•..6mm rllfQCltGdYhdlaYarn4dtRl.ihtiFttddbdim Tma1OkofttrgLWdenomd"a80083 tr Mlatin v. U.1e aspaq Wrwm WM b!-m (V,.p Mh 111 d SKI-d-dtIedpl- IRl of 1.1 bid r !m 4451 St. Lucie Blvd. Au v r 111 a [dae ¢td n. amtt h ra rraf amhti ro lrns huF Fapn b aG d triLy Mup., lax SFna Fapw d q aMlt a _sir!1.•n tm n ldad. it i Fort Pierce, FL 34946 WiiMO2016A-liulhrue/-AnYog11a3aW.r1 tepralaaaadIlk ir e.s,ie.gIwo, :spoii6iFd.itialenwiaeaperoissia.hNA-lleeihnus•Asdmrl iwlo111,1.I. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1 WRCSSI BT C01 B Half Hip Girder 1 1 A0050903 Job Reference (optional) run: o.ziur. may ra zuia rnnc a.z1u s ID:P42uXRd Ki2loF 3x4 = 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:41 2018 Page 1 3_28yAdrr-FXujOzUakzeclVDibFX3G2jYWvgvmzH UcFgppk4z4NXB r___ 15-1-12 , 1 5x4 It Bead Load DeB. = 1/8 in LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 8-11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.20 8-11 894 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 73 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 1302/0-3-8 (min.0-1-9) 2 = 1122/0-8-0 (min.0-1-8) Max Horz 2 = 141(LC 8) Max Uplift 6 =-379(LC 5) 2 =-318(LC 8) Max Grav 6 = 1302(LC 1) 2 = 1122(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2144/582, 3-12=1450/426, 4-12=-1450/426,4-13=-1450/426, 5-13=-1450/426, 5-6=-1225/402 BOT CHORD 2-8=-582/1913, 8-14=-583/1941, 7-14=-583/1941 WEBS 3-8=-13/647, 3-7=-608/222,4-7=-516/324, 5-7=-523/1776 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=379, 2=318. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 Ib down and 240 lb up at 7-0-0, 123 lb down and 123 Ib up at 9-0-12, and 123 lb down and 123 lb up at 11-0-12, and 123 lb down and 123 lb up at 13-0-12 on top chord, and 383 lb down and 73 lb up at 7-", 88 Ib down at 9-0-12, and 88 lb down at 11-0-12, and 88 Ib down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=-60, 3-5=-00, 6-9=-20 Concentrated Loads (lb) Vert: 3=-201(B) 8=-383(B) 4=123(B) 7=71(8) 12=-123(B) 13=123(8) 14=-71(8) 15=-71(B) eq rhr a r rnrh 7111t'1115i7 jSNtrI QCiL fErl6t(pICfIPJl (Rllrr-g17;r(n(ri7Jr(ri h,s.leYrYs¢rmbndml m,wh,i n 4-p Yr.q llN;rrlr.Igl lvrRrLtehrm SNn k4vm Edn: di:.eade1r4101,rjY1IlYrsm,rnullrrelMl, nrnr dd aru, kvp rgrrpr.stern[.„ru d,a.m 4evn,r arr,dn a+mr.wrnmmus d s m:, M:aanmao.y.ry rFi ' drfnamudWt uf,mlgtAorf gla rll,ydnahr,upnm rlah,ddl 6prAa awn.dmniO. 4nilnnuadvvd al fer.hn ll. q/ CgaDngr,.trunndo, ItLi0:gr14Ydlalsln4dlRP1 ih Wrmdr d6lDld, ir. m6drlmn, s„rNnK1rn,Aa*,ninaftlPnnpu yenstlisfmgtev ksr, an1r Anthony T. Tombo IIt, P.E.d4T.,.d'so; '.•Oft.a runuu wr.d maylnsurs: 800834451 St. Lucie Blvd. l[daptayr,rrnssreaE+pmtoro.lf uoWxdr•rarrrldWomL GppiFh101016Adloallnttes Anlagl.loeholll,rl. tepa/oalaoolikisbmMor,iugM,itrroll'ed.idenderrinuFneixin hen A-]leolInsm-Aolurl.lmtolll,rl. Fort Pierce, FL 34946 Job JA Truss Truss Type Oty Pb RYAN HOMES / SEASIDE v1 WRCSSIBT CO2B Half Hip 1 1 A0050904 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:41 2018 Page 1 ID: P42uXRd_1(j21 gP?afFS_28yAdrr-FXujOzUakzeclVDibFX3G2jeCvrgmO6UcFgppMz4NX8 1-0 0 9-0-0 15-1-12 1-0 0 9-0-0 6-1-12 5x6 = 3x4 = Dead Load Defl. = 1/4 in 4x4 = 3x4 = 1 Sx4 11 LOADING (psf) SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.27 6-9 668 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.42 6-9 433 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 68 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 598/0-3-8 (min.0-1-8) 2 = 662/0-8-0 (min.0-1-8) Max Horz 2 = 178(LC 12) Max Uplift 5 = 160(LC 9) 2 = 161(LC 12) Max Grav 5 = 598(LC 1) 2 = 662(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-801/401, 3-4=-666/468, 4-5=-575/441 BOT CHORD 2-6=-480/674 WEBS 3-6=-193/313, 4-6=-547/775 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=160, 2=161. LOAD CASE(S) Standard W.eg MuIA..e}'hee•.•ife •li lscr rIrMr5mlrtarufr1bb r fora AMA-3ll(6RI,IWCPgJllr brc yet 6*puwmdrd on. nr im! M*I,.q J1Wdd.Ae qI lsbItPI-M.a!Sim Mrene Wu!Cle.:u9Mbee 101..1 YlleYn.INrrkf!!nlY.ulkbfMb..i11!elrn!16ylfq-0,. F]dl b.n' b W..q M rgnuha—Ii IN pdnW y. %—gaW4Ir be lnpi4!be Tun bWdude 00 mr -We Mi. 14 ip nugbn bt/J1,ML YW" Anthony T. Tombo III, P.E. I r.na4,lm!kgwlgaoerf.!Arue' dra,..ao..!.arzde VIF110 ony.,..rsr.m rlerMLmrr rbdA.sr3JrwdrRl.Ib"IaddrAArg.yw4e.. en.n11a.1 a.1§mm.Wbq mrdn!r..w a 80083 r eae.l Msp!ur.e.! em.,!r.e..dlrodbe m!.r rae!amaug W.m bb.o.par gndsw.enhedy.lpr nu r!.!tiegdaw!.Ardeeal,n!o.g..l:n!en r...d 1-n.ks., e.A,r rser.lu 4l.Mlre(.ta qd. p. ml he0 rra!Inlled (Minn hutfernvh lClbl.al ktyas,nln!!Sro+Glom f.r e.elr, NgedcN nnleld.fRl 4451 St. Lucie Blvd. Fort Pierce, FL 34946 sphilb02016A-Iiedlnsses- Anlbryl.bc6eNJ1.tepulruio.dslolomnem, muyJun, npraA3tldriAeg61 nnnperonunbeer A-0lcedlnsses-Aefiarl.LetoIII,U. Job . Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSI6T CO3B Half Hip 1 1 A0050905 Job Reference (optional) tun: 8.210 s May 18 20iu Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:42 2018 ID: P42uXRd_Kj21 gP?afFS_ WC28yAdrr-jkS6DJVCVHmTNfov8z2lpGGmxJEtV drvQM 3 114)-0 1&1-12 3x4 = 3x3 II Dead Load Dell. = 1/8 in 3x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.13 7-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.20 7-10 919 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 70 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 662/0-M (min.0-1-8) 6 = 598/0-3-8 (min.0-1-8) Max Horz 2 = 214(LC 12) Max Uplift 2 = 161(LC 12) 6 = 153(LC 9) Max Grav 2 = 662(LC 1) 6 = 598(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-960/482 BOT CHORD 2-7=-652/842, 6-7=-652/842 WEBS 3-7=0/348, 3-6=-883/684 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=161, 6=153. LOAD CASE(S) Standard atq-phew rerrylhm,rttr'AIMalssFScual om amI("MIS( utoi T7; LcucnwAri rs. ferAr rt¢podmdml oln.ntl:n, hsy rnglt[O;rrLAgl I.LRpLhhnlSled tti-r nr uu,er•.dead nr ta..y nth rmrr,pets,ef rrtlrtrillrrntl L,tirru ftig(qr.pt.Sye-,dtbpt•J;murwglllrgom,rrmprtdr fxe,drd nervy rt,pnWeryYrrspdr uye lms tryrminriD rtr .a 11F1 hLYp nugetn rrgrnmrt,.Wry I erdu,Im,Lge.Ilghrrnp..11mdtrOrur.r0.ai,tar-cdt fr.rrtlg0evp•,.rnmadrdlirR.Ir6dliYqu4dRl 1, ,,ddrf0ldmadenedrfms_a1iald-4a•gr.odme.dr,u,err,e,ruwAnd Anthony 1WTornbD II, P.E. W19Ms¢ d(e Lents en, rRomidrddovdr"WrmsagtttWRXPAkW4TRWSWd—d%. =80083 near eetdrye(magne q.. rr.ympees a,d,el tr trwd xenr tt., d vtrs.,ti,e,pea„w,rrrsrauma„r.. t:ea rs#Gpnrdin,s rwMa•d,.k` 44515[. Lucie Blvd. se)•[epnik,:pa,nL rSree md r.rr.irl Oa.s{al t:nnnfdal rlM1l Fort Pierce, FL 34946 splrio0? Oil A-1led hisses-Anlogl.lads III. H. ttprdmiaedtl'ndnomm,isuylrgitptoliieedritlentit mienrermmmehoe A4ItalImses-Aethoey1.IssbIII, p.L Job - Truss Truss Type Oty, Ply RYAN HOMES / SEASIDE v1 WRCSSI BT C04B Half Hip 1 1 A0050906 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries. Inc. Wed Jun 20 14:21:42 2018 Page 1 1 D: P42uXRd_Kj21 gP?ofFS_28yAdrr-jkS6DJVCVHMTNfov8z2lpGGosJ EsV WBdrvOMLpz4NX7 3x4 = 3x4 = Dead Load Deft. = 118 in 3x4 = 1.5x4 II . 6x6 = 7-8-6 15-1-12 7-" 7-5-6 Plate Offsets (X,Y)— [4:0-2-0,0-2-11I, [5:Edge,0-1-8I LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.13 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.20 7-10 >914 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 72 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 662/048-0 (min.0-1-8) 6 = 598/0-3-8 (min.0-1-8) Max Horz 2 = 250(LC 12) Max Uplift 2 = 156(LC 12) 6 = 188(LC 12) Max Grav 2 = 662(LC 1) 6 = 598(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/435 BOT CHORD 2-7=-669/840, 6-7=-669/840 WEBS 3-7=0/349, 3-6=-885f701 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=156, 6=188. LOAD CASE(S) Standard Trust Mu Yn jh rp-ra %t WF nym I-sNtrr went aN { (Or=1 m171tr llir ; lti M-FAW I., lers, k" roem d ml W.. ft,1- hsp I.M M,, d Y Woolf T.M 9L F L tA.- %W W-.r Ild ....w wr.m mr. Y rues mrmelcts.>DeadrrrlAo..Y aeu.0 raQtQ.pr.sp tTcw mu+.l r sw,...rrF w..gwymr.wurrrlrs rr su m, tyusl.rnr.q.r. ret n"nswep—Mirlumr.is.rry Anthony T. Tombo III, P.E. Irur.nrmss.gwn.lt r ry.re roes..ao.a s crrp.bt.uytr•,.ar.an+or aLmxrrsdr rgnadr s bnmdrrmd.trunramlm,,dnh ft V..meerrrrsyas*V W wl 'l = 80083 r txrar M.pod4eat.11.its•r.rlODdrrrnrs rlemesdmrr.q(.q.m seeq m•.m. pnr,r.nsrr rnd YU mrehenf4leml.. IM11 tl.rmrryesNaredMtnYLlins asr.,Ims Msp Fr.n.srms lnlrrn,ans 4451 St. Lucie Blvd. A•Melduu ll.ItY.a eter q...soyhdptss nehd nelms tts7 Esprn is lClrl(Aar lnya,. lmsS" EW-r.r1.1Aq to eq;y d.:m nmlet.N.RN. Fort Pierce, FL 34946 epliirh0}DI{Ali..l lasses-A.tAary l.ImA.IO,r E. trpr.Ardit. rAn rsxumem,i.sly hiss, is pnsh'Add•iliest lie rrixn ptmissin hem A -I led lasses- Ambry 1. lemte lh P.I. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIBT CJ1 Comer Jack 6 1 A0050907 Job Reference (optional) r%un: a.nu s May is 2ui8 Prim. u.ziu s May 18 zu18 MiTek Industries, Inc. Wed Jun 20 14:21:43 2018 Page 1 ID:P42uXRd_Kj21gP?afFS_28yAdrr-CwOURfVgGbuK?pN5igZXLTp6tj ZE1Km4Z9wuFz4NX6 1-0-0 011-11 - 1-0.0 all-11 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc 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 = 81Mechanical 2 = 130/0-8-0 (min. 0-1-8) 4 = 1/Mechanical Max Horz 2 = 35(LC 8) Max Uplift 3 = 4(LC 12) 2 = 71(LC 8) 4 = 1(LC 1) Max Grav 3 = 8(LC 22) 2 = 130(LC 1) 4 = 13(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard ir. q 1h.v AtI.O. er.•,I Ila mssrkuin UTAL11ne ucrxncnmllre; er;!([eCRlK.IIfi tre. Ierfi v rohrndrd erie nriim ks{+Im IRO;uYlye11r441Ltdem R• Wl t Idus.2 muel"Se Too, .1 elhe,rr.t r O, uYltl need h,IM...rl 1, eir.0 Murf r.pe. Sr ry[ep,e!m ud..r 101.r.m,...p ad.rFB,d.d gaebp.,p.Wlry h.r ees}ad4,yrh,,, Ltiad.e, rpl ¢. uhr Rl nrwp.v.i- hraa.mae>.,reddl A,wd,tn,w wn„drrr.wA eeo.,r.r»a.n,mv+e.ol.h pw.•,.d rdaoraevcrmbdl.r rr,.ittile,4n,d4e.leAdaadrudwtm petftM.A..eue.Indio" kanIIp.uund Anthony T.Tombo111,P.E INW- tg WIII UM..m..,mMe rru moleu,.dra drr drereeey.mead.n.tarpdhW rWSkir.eNywPee pWFA__M1W.,ae,yo,,ea,unk.".I•",r,ara..er.urar+.,.s x$0083 clam ed.rhr!an qed o. e re E or. rnnW l0 idalYannldsl l,m 4451 St. Lucie Blvd. obprympY, wrhd hlm, hupl7ee.heCi6lil>a ks.,.l:r:,5 a a GphipilOt011AI[&oflnsses-Aeiogl.I=boIILH. teprdeamed6ndaranto,inupfor,iiprail' dd.ihenM1errietnpermnunhowA-Ipe.lTresses-AeAayI lodo10,p.l. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSI BT CJ3 Comer Jack 4 1 A0050908 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:43 2018 Page 1 I D: P42uXRd_K/21 gP?afFS_28yAdrr-CwOURfVgGbuK?pN5igZXLTp6gjiME 1 Km4Z9wuFz4 NX6 1-0-0 2-11-11 2x4 = 2-11-11 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 0.09 Vert(LL) 0.01 4-7 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MP Weight: 11 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 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 quide. REACTIONS. (lb/size) 3 = 70/Mechanical 2 = 187/0-8-0 (min.0-1-8) 4 = 36/Mechanical Max Horz 2 = 67(LC 12) Max Uplift 3 = 42(LC 12) 2 = 60(LC 8) 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=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard rc+4 nec,a,.nrr•u.a'sar7emsin l>Z iunrru cnan[gnstoxr'nu;rmrn urdRr+r a ruo,dnrm,.mi•.,rn,r.tRc;dar+.rl iruRrLmms4n.,,n. ra„ev.d.amr..Y rirsra mnrram.. ar s,.i.,re t aps.sroe rrrnu+.arrorr4mno.vr+,ara+raw,mr.wrnrarnQ auy,r:.sse mr amA.ywrr r-n wpnuywrrgrm. mr1 MthonyT Tombo ill, P.Ei80083 m„aroodaF. 00sn m,.f :,dbW"(.#umfmrW-MW,'+e WhAdvuord—W.prd%r.sa:n w nunrraun kup..lwkp[4.naerm,ur+.o., 4451 St. Lucie Blvd. 10mtloMa•u nnIdm IIVI. Fort Pierce, FL 34946 Cgpiiit O 1DIA A i iaat lasses - Aniasy L taei ID, ri. ltpr Iraies of dis dxmed, u g fare, is pail'od widen de win" ptrni,siw banA-I h t lasses- Ardag Limb ill, Is1. Job Truss Type Qb Ply RYAN HOMES / SEASIDE v1 WRCSSI BT Truss J3T Comer Jack 2 1 A0050909 Job Reference (optional) Run: o.c ru s May is 20in Prim: 73.z1U s May to Z0113 MiTek Industries, Inc. Wed Jun 20 14:21:44 2018 Page 1 ID:P42uXRd_N21 gP?afFS_28yAdn•-g6ase7 WS1 uOBczyHGN4muhLF661 FzUawlDvTOhz4NX5 1-0-0 2-11 -11 1-0 0 2-11-11 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.03 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.08 4 >462 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 11 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOA CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BRACING- to bearing late capable of withstanding 100 lb uplift at9PP9P TOP CHORD joint(s) 3, 2. Structural wood sheathing directly applied or 2-11-11 oc purins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-" oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 101/Mechanical 3 = 101/Mechanical 2 = 187/0-8-0 (min.0-1-8) Max Horz 2 = 67(LC 12) Max Uplift 3 = 43(LC 12) 2 = 60(LC 8) Max Grav 3 = 101(LC 1) 3 = 101(LC 1) 2 = 187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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 i3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. eemet Mmtl.rrtlh Pre.h7dl7Gf IIE56 jS[ILLI'IQe":LLl IFW l("Mks(01LIjwi j)CUER-'T.fir W.Ierer karpmindrd wrnwnrlmr M4Mr.IRP,dhlel.rlT.Wrlt!WaensbMw'n.x tlra Aler.N AAdw0e tOD,.Y Wlriramr eeissMw rd r171.wrU brirMs krgelge.pr,Spdr hq.'e'wvAw.riGlrQems—F. Arm KAnmrrepr!iq rspweq bd Ah WP In,hum er lop .ri MI ' Ik rrwA4lmt r.rr.tlyM6rurwf3MACeAmnQ.ar'resrci¢frhMd40ugr,rtrrwbaAerQ,SrP:rMYdlat •Aeritil iv PRlaybp.lri a0irL4d Anthony T. Tombo III, P.E. d re y irspc.(trrt uusrar. bl00r or pe0er.r sAw [ ' I, prntlAhilld en Edl nrAh imt.Ldg l.6g ogr..mSE•rk¢y vflr.r naacllnA 80083 rfrnm lAwieiritl 1'bplLl hYdktw°eyfrn:damly RwA R.I tlwtLrtym ltrSrpnALhm Mup,lmrkt.p!q.eri laaersa,.iu 44515t Lucie Blvd. I 4d9••+WhAit•cxwAni tleimshsrrty.,rhuirii'Ms.,al,rSSca6 eaA.Iwf aomat,N.•nnnrawaml. Fort Pierce, FL 349a6Gppipi10101AAltallnsus-A tiall.le.A Id,/!. tepikedio d do iwonem,m gfa., is podded wiArel de Prim permhde hee A -I ted lnxn- lefien 1. Imbfl1,L[. Job - Truss Truss Type City Ply RYAN HOMES / SEASIDE v1 A0050910 WRCSSI BT CJ5 Comer Jack 4 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:44 2018 Page 1 ID:P42uXRd_ 421gP7ofFS_28yAdny6ase7WS1uOBczyHGN4muhLDQ6_uzUawlDvTQhz4NX5 1-0-0 4-11-11 1 0-0 4-11-11 2x4 = 4-11-11 4-11-11 n LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 4-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.06 4-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M 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 = 126/Mechanical 2 = 263/0-8-0 (min.0-1-8) 4 = 64/Mechanical Max Horz 2 = 103(LC 12) Max Uplift 3 = 78(LC 12) 2 = 66(LC 12) Max Grav 3 = 126(LC 1) 2 = 263(LC 1) 4 = 90(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard trerl•Ilnv lr l,mu•h'II UpItISSS(i[LLlrjtlLill Rtl41(ur'AIICROS17Ys'0.7Y;!((It"M(rrW. ldsud—. add Oe TA,.Y rYLtr .rMruu.Mtrtrinbis W. sssTrnslmp14—O'.spu((a;msa..11Elign sts. p-istr ss rgw yr WA%I,traspNdupTau aw'tc.trTOCw,+"IM. IYasp.sngabN.;am"">.s.slsfr Anthony T. Tornbo 111, P E I . 1svNes6 sbgMNnrntrrespssYMatrD.m.h(1..irsasvNrtsfutrl.IlyGu.r,oeunnNsa1440..1trbdlaYxlnad(RI Ihpmd tr(GlsslgEsLnrAtrsm.iragl.A4sa r..mlbe.dY.gsMYtrn,r.muT 80083 4451 trlalalMs¢dit.t 11mstl.r,trlD dtrpms.f d.sdmaHq(q.m(iq Cf•u.pOf bskl I4dS1U nrArmlra podFm QFl ts.slerryw/sndlanl4Lns Aut.,Imsasp lg.r. odsmslnla+rr,.ns e— lu taw llclitm"q.a"h/Ipcn mrni IY Tau Coup[sr=bcCTtrtag lsu}e,aIn!%sp(>l..xor st mrJN.:o n. ldid is MT. Fort Lucie 3494 FortPierce, FL 34946 Gppilk0? Olt AIRod hesses.AotAogl.lembbIII. I'l.teprTdmi000llbisk=111,ioogsorgisprobibedr'chM1errirtnlermisuwhim blleoslnsses-Aifiwrl lectoIII, FJ Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSI BT CJST Comer Jack 2 1 AOO5O911 Job Reference (optional) -: Run: a.nu s May in wits vnni: ts.z1U s May la mia Milek Industries, Inc. Wed Jun 20 14:21:45 2018 Page 1 ID: P42uXRd_N21 gP?afFS_28yAdrr-8J8EsLX4oC81 E6XUg5b?RuuMQWKLixg3Xte Yrr7z4NX4 i 1-0 0 2-84) 4-11-11 1 0 0 2-8-0 2-3-11 2x4 = 241-0 a 11-11 2-8-0 2-3-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 6 668 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.09 6 626 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 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) 4 = 114/Mechanical 2 = 266/0-M (min.0-1-8) 5 = 80/Mechanical Max Horz 2 = 103(LC 12) Max Uplift 4 = 60(LC 12) 2 = 64(LC 12) 5 = 12(LC 12) Max Grav 4 = 114(LC 1) 2 = 266(LC 1) 5 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5 Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extericr(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. LOAD CASE(S) Standard r•q ...r. -I I Im r1mrI<uinacrnnnnte nemOYjr[TO';l(riCfL'Kdlri trnte ll u pmJmdnd lnwnil:n,MspingiRP,dd•Llg11nY41l.hhwSlMKnnr olmdw—risidwmTa'.1 rlld uavm,rn, undrlltrrl wnY 4rlrn,laglrgwepe.SRd14•-•,uudwgnl,¢m,•¢e dtrML+4 'Mn+I MSr o 1n}id,gelna L.v1w0 I01 wl., w.Itil. Irntpw.P_" .,wra1Zt andlnny T. TOmt10111, P.E. T-Ism'ba80083un! mm sd 4 rnd aun:he•dti d r.en mI 5w, u:nMm•lsn d lwn dmun, Aq.,I:m [qr es rmc lr,:.ws„ O, I—t' i, rn UIt 4451 St. Lurie Blvdur!m l• rn nyfK IaaSle•irpn,!•y 11 llolltNYunwldd miFort Pierce, FL 34946 Gppirht07p16Altal6ls, e An1•g1.I¢tuIII, l.l.[eprd.aia•dthis l maem,murluryi,praYl"ne1WiIhandeairte.permi„iwhemA-1leaf h.un-A.AwrLlmkoIN, 1(. Job • Truss Truss Type Qty Ply RYAN HOMES / SEASIDE v1 WRCSSIBT D01GE Common Supported Gable 1 1 A0050912 Job Reference (optional) 1 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:46 2018 Page 1 40 = 3x4 = 18 17 16 15 14 13 12 3x4 = 54 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC20171TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 OTHERS 2x4 SP No.3 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. All bearings 18-8-0. lb) - Max Horz 2= -69(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=255(LC 23), 12=255(LC 24) 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=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 ANSI1TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.00 11 n/r 90 MT20 244/190 Vert(CT) 0.00 11 n/r 80 Horz(CT) 0.00 10 n/a n/a 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-" 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) 2, 16, 17, 18, 14, 13, 12, 10. LOAD CASE(S) Standard Weight: 85 lb FT = 10% ir. q rwe..,n,x.a,a4vnmafsru;e,FUFnncFwmonlmc.fmm,,;wntuElLnrtK.,efiwurF..eur,r n,s.u,u vr w rawrF n.maF[ F mumu.., mvur.n.aa wra n Widower yt,ad MniY Ip.kdi !>.Imthy' pi.fNoWl f,pn)Y,A sr li m agru4Ylnh,c engny oINMYY¢r ru im,l Y.i1 Yl h,trlM1l, rlsihw q'..i4Fu0u,,.pHn Anthony T. Tombo III, D.E. r a nM,h.Fpiynany.cij4rDwa,rO.w i.a. eqn.rtrt Myr..ruae rnLa,af IS6driruarQN.IW*nJ4til Jrslhll a4e,4m.bigry m*..rF rk"Wimn,.vu.71 t 80083 r Mrq tripes r(Possess L r„ 10 a 11.rAUs& r ad F.rrn 11 r I-MR1 .sem ik,.c.csgeu,unarfwn,dw.drr.orrru mFia.,rnw uM1rkr,4st,un:*., Fnur,!T.. rtm,Wre..,yu 4451 St. Lucie Blvd. Ar.W lr1elhrlddq,dM1•ni h Arw,wAd.liru ks*Fg vu ll h,lr4y ln*o,. insfnu.Fyre n MWI sf,p,4d.rnnnl klM11 For Pierce, FL 34946 a rob Q 2011 A I teat Lnus LCAM L la M IIL r I. Iepdamu d ilis dKuwss, is "I brn, 6 pa1i69e1 rdw dt r,eln Fn nsir ha 1 I hat lnsus - AA&M 1. Iaek 111,1`1 Job Truss Truss Type Oty Pb RYAN HOMES / SEASIDE v1 WRCSSIBT D02 Common 3 1 A0050913 Job Reference (optional) ,r Run: 8.210 s May iS 2u18 Print. 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:46 2018 Page 1 ID: P42uXRd_Kj21 gP?ofFS_28yAdrr-cvc3hYIZWGusG6gNo6Ez6RXTwX3RLADmXOaUaY4NX31005-11-10 9 4-0 12-8-6 18-8.0 1 0 0 5-11-10 3-4-6 3-4-6 5-11-10 4x4 = Dead Load De11. = 3/16 in 4x4 = Sx8 = 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 0.45 Vert(LL) 0.13 7-10 999 360 MT20 244/190TCDL10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.29 7-10 767 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 77 lb FT = 10% 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 4-2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-15 oc bracing. M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 745/Mechanical 2 = 808/0-8-0 (min.0-1-8) Max Horz 2 = 76(LC 12) Max Uplift 6 = 174(LC 13) 2 = 200(LC 12) Max Grav 6 = 745(LC 1) 2 = 808(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1379/885, 3-4=-1071/692, 4-5=-1072/692, 5-6=-1383/890 BOT CHORD 2-7=-719/1243, 6-7=-725/1249 WEBS 4-7=-383/658, 5-7=-390/394, 3-7=-383/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" 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) except fit --lb) 6=174, 2=200. LOAD CASE(S) Standard rhwa..yo,,.d•u¢anxsefs='I:atnul:narcuotnm:maftctruwnl rrr, rr„t4r..mntr r.a.tv.uw..,y lraa l.lr.ullb..omm..k rwoc.,.rrx.i. widu.eaoft adh.ulf•YMa1, id. 1'.1.,lrt*hided, Pl-4ne0iirp.4Me r.wlilwl carr4Yrrd..Wsyrnrng.ulrnrrhap Aauoin•.tlacei.ik r, d.in1.IkkW.-r-k"trridb Anthony T. Tombo Ili, D.E. rn,/1.r MtYgk7 rhirnynuli46 Cne,M1rD..itw aM en.Sld}kv#...6 uereiMDL It U(ree kd rNq ukdPN Ik ar.sl/6r f11rgkll co/d Dnt .&dgi.N tl.*.r4W rkq Ydkm,ey.W-.1 dkrk *.rut.. urnm..yrarr.onr kl.,. rwc rcu..sirr ..(cWrurlt tnrsulnrm.drr...ar. . mlky,dn1.trsti,ro.tdim Twhu .,un," I*-awlm,Nevow .,rn, = 80083 M. i,. khdpr(rttlgMgw. ndgrygr.ktwhd Ik hnt kurlgaohgiMldhgOru*... irnt 4,Nntgw.4nldigIt rgklutl annnhM.Al 4451 St. Lucie Blvd. Fort Pierce, FL 34946 e pkl1p111-It..11ntut icllrpLlc.rnLfE, lepebmwdllitlmrre,i.afM.,ispaYiludritF.Idlmm ronissiuhe.AlGcllntut ii.a..rt.t..m,ff. Job a Truss Truss Type Qty Ply RYAN HOMES / SEASIDE vl A0050914 WRCSSIBT E03GE Common Structural Gable 1 1 Job Reference (optional) 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 FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W1: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-3-4 except (jt=length) 9=0-3-8, 7=0-3-8. lb) - Max Horz 10= 284(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 10=-234(LC 8), 6=-234(LC 9) Max Grav All reactions 250 lb or less at joint(s) 9, 7 except 10=300(LC 1), 6=300(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=473/620, 4-6=473/620 BOT CHORD 9-10=498/475, 8-9=498/475 WEBS 2-8=-312/405, 4-8=-312/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:47 2018 Page 1 ID,P42uXRd_Kj21gP?afFS_28yAdrr-4hF?G1 YLKpOITQgsxWeTWJzfFK3zAnjM_B7710z4NX2 0A2 3-9-5 7$-8 7 1 3-9-5 3-9-3 -0-1 5.00 12 40 = 3x6 11 3x8 = 3x6 II CSI. DEFL. in loc) I/defl Ud TC 0.64 Vert(LL) 0.00 8 999 360 BC 0.11 Vert(CT) 0.00 8 999 240 WB 0.30 Horz(CT) 0 00 6 n/a n/a Matrix -MP 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/rPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" 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 234 lb uplift at joint 10 and 234 lb uplift at joint 6. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 95 lb FT = 10% Y.q rYnt Artyhn x.6'r Idi=7FIIPSBr64!. etN1FMt(GtQlgl((eGC.Re(r',r([t7dl(p5utrr Yr..TOAW,."Idid Mts. di 7tnf 6ry 6r.q{ILgdsY tt IIrW lrl rdvm!Om Id..w edw Ml ww M 131-d d.Wd nY ddn ddMwd I. r IC.ns4A h. lmt0eur6•' Gt- Sryd!1[gan)4Wa.gri iis<etef cgire Y ryn a.. wtranq mruYnh6iky¢gh imslgEdwae l:l.h,re W.hhspe at Yf n. nelin Anthony T. Tombo III, P.E. iwddslmshgAd:xtensMwk„idim 0-,d.n's~Agb.stWlgOtuy,.W,.WdIW OLd O(.INWWhq,0dQW N IYgpMIdb136.tgYdlwdutlms yedq d.gt.e dk.q ddranq.siljd 280083 a Mdq M.„i d(te.n Y.m.n...hP-'dhp.omdrdbrdgl..Pt.4d.;N.eer(rYsltlhlld Y(I nsd.md krwid t IM1I karYmr.nd MndSs lyutu,p,7ru dv;•[gtt.dimt Y.dn r,wlm rM•uldelht[ tA.dgdq.ino ilgr.M.nPd IYLnt Rv*IG.mogidldl Aup.•i nsSNn[tpw.d.. dlYq Atgiduelsr......Yhd.tnl r, Lucie Blvd. For, Dlercrce, FL 34946 prripM 697016 A-1 tell Laces- Aa6ory(. Ico6.01, F.E. tegd.nin d l6is densml.iuq Ism, kFlAbbild.d6.dIke aisle. pnmssin ho A-linflnsut -Mm.ry l.l.c1.111,1E Job Truss Truss Type oty Ply RYAN HOMES / SEASIDE v1 " WRCSSIBT E04 Common 3 1 A0050915 Job Reference (notion — Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:47 2018 Page 1 ID: P42uXRd_Kj21 gP9afFS_28yAdrr-4hF?G 1 YLKpOITOgsxWeTWJzebK?xAkTM_B7710z4NX2 0 2 IN 1'7 01 19-5 3-9-3 1 5.00 12 3x4 = 3x4 II 4 3x3 II 7 S.I I I 3x3 II 3x4 = 3x6 II 6x6 = 7 3-5 6-11-4 7 0 7-4 3-2-1 3-1-15 7-4 Plate Offsets (X,Y}- f4:0-2-0,Edge), f8:Edge 0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.07 9-10 910 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.06 9-10 999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 75 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 362/0-M (min.0-1-8) 9 = 362/0-8-0 (min.0-1-8) Max Horz 10 = 284(LC 11) Max Uplift 10 = 349(LC 8) 9 = 350(LC 9) Max Grav 10 = 379(LC 22) 9 = 362(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-194/287, 3-4=219/323, 4-5=-230/326, 5-6=-230/319, 2-11=-102/256, 6-8=-233/375 BOTCHORD 10-12=495/477, 9-12=-495/477 WEBS 3-10=-639/595, 5-9=-415/391, 3-9=-469/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 10 and 350 lb uplift at joint 9. LOAD CASE(S) Standard F .b b.gy,—.I* •r I IOU nrsLn; smut muu rim r IorDmrn rrs»x; nrr; etur nxdtr bR. r..fi dr rmdrn d.w r r.I. nI I.," tr-p s...r luo;.>r tr+dri s.+. n I t tdem SLV W. ., mb!! dse.ib ddd n a m,.ti tLintrr:..1"lMee nN h.trlirb.Md1!.Irns hapfq.npr. SKJdrytg..Y,mtd.g101 reir[f.tl1o[tg..db fdnd.d q el..rlq.Wtet Sitrlet}dtrtgbL !Itr.:l.s.IDD.dr "Al lY Lwr. n!..p.b bdgtW.n. uDdDrT Anthony T. TDmbo III, P.E I r.w.1.nim!f4gl.Hatn6tey.vlJad4Aur.40m!razv.1.frhl.Ilotpvty.tre.e.ndeaULmTdMbbllalgn4dlF1 5,4"ddik10iW.,dim ulh"MP" ra"F uund :80083 d.r.lgMq-..(t U— io.. b. mo d n F. .dr.dee!dmwrt r.r.mrrn.m-.e.pa;p4hmg mdsw mtd..ojs r.dpd ml M.I.sh!q..I.n! tn. Eq—d tm!rr.:s...n! hems uu.eIr.f d q.du... mmrhyIr-ssn.hd bIm1gs7[.pee ti eCitr1[Lg Msp,nL!!Srssa gn.[RMl iD ta±iiNYonnedalbDil. 4451 rtPer Lucie 3494 FortPierce, FL 349e6 eppxipMOt0lAAlinllntset AnlogLlomb.0l,Pi. teprbludie.nldisiemnem,mnytern,ispmYibdelrBientle+rive.ptmssiDDbig A-ltocflnsses-AedlnyL[DnhbN,p.t. Job Truss Truss Type City Ply RYAN HOMES / SEASIDE v1 WRCSSI BT HP Diagonal Hip Girder 2 1 A0050916 Job Reference (optional) 1-5.0 Run: 8.210 s May 18 2018 Print: 8.210 s 4-&5 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:48 2018 Page 1 28yAdrr-YupNUNZz57Wc5a F2VD9i2XWrBkGVv9LW DrthZSz4NX1 1-10-1 2x4 = 1.5x4 II "" —5 LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20171TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 164/Mechanical 2 = 541/0-10-15 (min. 0-1-8) 5 = 341/Mechanical Max Horz 2 = 152(LC 19) Max Uplift 4 = 102(LC 4) 2 = 201(LC 4) 5 = 60(LC 8) Max Grav 4 = 164(LC 1) 2 = 541(LC 1) 5 = 341(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1085/249, 3-11=-1030/250 BOT CHORD 2-13=335/1030, 13-14=-335/1030, 7-14=-335/1030, 7-15=-335/1030, 6-15=-335/1030 WEBS 3-7=0/287, 3-0=-1068/347 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 CSI. DEFL. in loc) I/deft Ud TC 0.63 Vert(LL) 0.05 6-7 999 360 BC 0.67 Vert(CT) 0.13 6-7 907 240 WB 0.59 Horz(CT) 0.01 5 n/a n/a Matrix -MS 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 201 lb uplift at joint 2 and 60 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 42 lb up at 4-2-8, 38 lb down and 42 lb up at 4-2-8, and 67 lb down and 88 lb up at 7-0-7, and 67 Ib down and 88 lb up at 7-0-7 on top chord, and 8 lb down and 7 lb up at 1-4-9, 8 lb down and 7 lb up at 1-4-9. 14 lb down at 4-2-8, 14 lb down at 4-2-8, and 36 lb down at 7-0-7, and 36 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 12=-83(F=-42, B=-42) 13=-7(F=-3, B=-3) 14=17(F=-9, B=-9) 15=-71(F=-36, B=-36) Dead d Den. = 1/16 in v N N PLATES GRIP MT20 244/190 Weight: 41 lb FT = 10% Meq W. I lrcr41 LhftmSkmW— lduid wI"in se I!•, ri M,id,rr rrnanndrrnf nN r,run,Imp[q..pr.Sloth [,p.a,bwn ll rgnon..vrro rKau. imr.wurrrre rryrin:sM.dlu . d, r.Fi hburinuyw eryu n 10*1 Anthony T. Tombo 111, P.E. d.0 06:sT—Ii,.1k gl,6rnpnhfn OrOwr.h O.si .0-4 1x6hid"Onyr.Crmm r K iiii W dr Isdi.11q n4 d INI it rN bIGId.. trNm Ar lmt i.y l fi}flyc.wrdr.y Jnr rn,p i l a 80083 bta ti MquissU n 10 n saws b0nlu yund pnMra Mr le"(q.m Say Mw rK jpihddh Ad Si(l nrd rnlY rwd rbC- INirLs brrsP-dits d dims ebfins k>+, Ims 7n}[ga d rms MM40r.,anl e..wlairisr[.sasgrdy..msgar.,MaIrI n*!r.otirnatu.lkspe,.l,nslm.[saat.lwytvdmaAAvnnnarti.mL 4451er facie39FortPierce, FL 34946 GppipMO}pl6Ad4rllnssa ilMINg11Ma1 IIi,LE. [eprd oroullYiS1 math,iMarlpryisproYilud.illMtlerrineMprrmistiwhmA•IlcMlhrnn-AeAwrf.lmh 10,L1. Job Truss Truss Type Oty Pb RYAN HOMES / SEASIDE v1 WRCSSIBT HJ7T Diagonal Hip Girder 1 1 A0050917 Job Reference (optional) 11 Run- 8.2iu s May 1u 2016 runt: a.21U s May 18 2u18 MiTek Industries, Inc. Wed Jun 20 14:21:49 2018 Page 1 ID. P42uXRd_Kj21 gP?afFS_28yAdn--04NlhiabsReTjkgF3xgxbk3197d 1 ef9fSUcE5v24NXO 1-5-0 2-6-0 3-9-3 6-7-7 9-10-1 1-5-0 2-&0 1-3 3 2-10-4 3-2-10 9R1 2x4 = V N N Dead Load Dell. = 1/8 In LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.17 10 686 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.26 10 451 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 47 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E 'Except' B1: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-11-9 oc bracing: 2-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 78/Mechanical 2 = 630/0-10-15 (min. 0-1-8) 8 = 499/Mechanical Max Horz 2 = 152(LC 4) Max Uplift 6 = 48(LC 4) 2 = 267(LC 4) 8 = 186(LC 8) Max Grav 6 = 78(LC 1) 2 = 630(LC 1) 8 = 499(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1398/477, 3-4=-1448/521, 4-5=-1631/630 BOT CHORD 2-16=-558/1324,11-16=-558/1324, 4-17=-071/1564, 9-17=-671/1564, 9-18=-671/1564,8-18=-671/1564, 4-11=478/1167 WEBS 3-11=283/143, 5-8=-1630/699, 5-9=203/571 WEBS 3-11=-283/143, 5-8=-1630/699, 5-9=-203/571 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 6, 267 lb uplift at joint 2 and 186 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 71 lb up at 7-0-7, and 65 lb down and 71 lb up at 7-0-7 on top chord, and 8 lb down and 7 lb up at 14-9, 8 lb down and 7 lb up at 1-4-9, 73 lb down and 68 lb up at 4-2-8, 73 lb down and 68 lb up at 4-2-8, and 52 lb down and 38 lb up at 7-0-7, and 52 lb down and 38 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 11-12=-20, 10-11=-20, 4-7=-20, 4-11 =-20 Standard Concentrated Loads (lb) Vert: 15=-58(F=-29, B=-29) 16=-7(F=-3, B=-3) 17=-146(F=-73, B=-73) 18=-103(F=-52, B=-52) nxa.. or.r!a!annrm(s rjar!utmr,eulencm(trtrluwntrx rr.!nnr*tma,r,d.n,.enu.nw,rx,.ry( Ir:!a th*VI!mmS6046 .16 0.. 92W.rts.i! Ihid—a.Oft odh.d r r lH Y h.i. i,. 1—hmbp. (.,-y.. 1E,j.1r.0..7Mw,ne eqf.. t J.tnv—T•9uv++>bl rr tn, 1m. ZthY4, ry tir rta.l.,.d.1n!. mryn..n,uInra.,,e u Anthon T. Tombo Ili, D.E. ThRrn.ttrraw.7bw.v4..4m".U".r„Y4n11 dkq udhdml,eR7.1 Y 3 ik1— h h0trr 4451 St Lucie Blvd Eq..n yl.r D..}.,. nn. s!ue. [*...t!1.4q ug41¢d rnan M.RII ForPierce. FL 34946 ePl,iplt D7111A-ltedlntxr letl.ryl.led.OL1.E.Irger.nurdtl:irlen.nt,irnr(n,ngd.tact.akrtllemm rnw.rhesl lr.c(hnu,•AoWryl.(.eh@,1.[. Job i' Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 AO050918 WRCSSIBT R Jack -Open 15 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print, 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:49 2018 Page 1 ID. P42uXRd_Kj21 gP7afFS_28yAdrr-04NlhiabsReTljkgF3xgxbk3z47cgelpfSUcE 5vz4NX0 W7-0-0 r 7-0-0 U4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.19 4-7 444 360 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.24 4-7 349 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins. 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 = 1831Mechanical 2 = 342/0-8-0 (min.0-1-8) 4 = 91/Mechanical Max Horz 2 = 140(LC 12) Max Uplift 3 = 113(LC 12) 2 = 81(LC 12) Max Grav 3 = 183(LC 1) 2 = 342(LC 1) 4 = 128(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 81 lb uplift at joint 2. LOAD CASE(S) Standard Dead Load Defl. = 118 in PLATES GRIP MT20 244/190 Weight: 23 lb FT = 10% ear, n..,e..Swrr..•eiucrmss6ryutrr¢r3r:nuaecilSancotnio amuucr w trr...Sur,rrgrnr nd dnn.orn,rnponglrta;.res.etlr<earLre.earS4e s,.r a urmr.mued rura..y YILYrw:mem smYrulhhtMolrrtl heSr.rlc¢(rnPe.SK:dr[rv;mwl r llbigmnf.npzr or rrinm Inpn ny vl'Jry Nor 4tp Mrghlnut M hSOD¢nY 1411h tr4p m q tl Iarc wL u.•d) Anthony Tombo ill, P.Ei80083 m MI O.-:itts hY sIL•1- Aap, lief kip U;=f Ewa rw.nsn.Os4451 Lucie Blvd For[ Pierce. e. FL 34946 oppipls0}IRA-I led lasses-AnAaell.I=bo r1. tepre/eaindrkisAeamd,iugl.rvispraYliMnalCerderrineeperoissiuhmA-Ilealhisses-Ae6rrl.bolom,LL Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE V1 WRCSSIBT J7G Jack -Closed Girder 1 1 A0050919 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:50 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-UGx7v2bDdknKKuPRceBA8ybE 1 XtsN3uoh8ModLz4NX? 3-9-14 7-0-0 3-9-14 3-2-2 1.5x4 II Sx6 = JUW4 3x6 II JUS24 4x6 = JUS24 3-9.14 3-9-14 7-M 3-2-2 Plate Offsets (X,Y)- 1:0-3-9,0-0-3) [5:0-4-8 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 1.25 TC 0.41 Vert(LL) 0.04 5-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.07 5-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 38 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1372/0-8-0 (min.0-1-10) 4 = 1352/Mechanical Max Horz 1 = 124(LC 23) Max Uplift 1 = 333(LC 8) 4 = 380(LC 8) Max Grav 1 = 1372(LC 1) 4 = 1352(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2120/501 BOT CHORD 1-8=-547/1957, 8-9=-547/1957, 5-9=-547/1957, 5-10=-547/1957, 4-10=-547/1957 WEBS 2-5=-348/1542, 24=2196/613 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft: 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 1 and 380 lb uplift at joint 4. 6) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 5-4-12 to connect truss(es) 002 (1 ply 2x4 SP) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 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, 1-4=-20 Concentrated Loads (lb) Vert: B=-725(B)9=-725(B)10=-725(B) vp. n. c..n t k.r ,a¢4r rxusfsfL:rem,1¢usAcoraron:mckrrru uwruot nrr. m ru Fmu:r d.n,au.ur tr...l rItUNgI lkwut muneumla .. rbuo.. =V.rm.q Ikma r,mbnt(rrtn.rn~ t tlm,hur4•(ci lru+.grd vne,.mtr. rr ur rmdntlm,r. 11n rrry rvy im.pc,.rint.r.r*ea.nkr usa ra Anthony.7ombolli,DE. ru+lnrr y.urcltre..o,rD.n'wbr_d e..aWh hv,+r .r,e e rtKrtt(r5 ktlp'1..I urrI1N 1., Wqe Irgrdkbl7lrgWmrM.hiiqtl.*,.ulrrkg Wkrny.ilj Y r My h.,r(rc. ur,wwt.rtmrr.o nr(.rto,rt.c.re ug r.w Hwdl.arvo n,a..wr (.r„ mt rs.nb,e.,.a rwn rc ahy.,t n, ta,q,e..rtm Y.,ta r..im 8 4451 St. Lucie Blvd A..ar Maf Ml(rq qM .i.dath gl.kn whd himhf*fq.noeJlr1.11y hy... rm,Stu.Egn/.!Nr nuprd bmr nrrr.tni. t. lyryMCtIIAAltell buses.4tbryl ItnM01.LE. Itptlmnedlhtrn.tu,isution, npeEAad.itl.tttltaatnFor, Pierce, FL 34946po.issiahe.Alleallmut A.Wryl.h.la111,1E. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSIBT J7P Jack -Open 8 1 A0050920 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s ID:P42uXRd_K421gP?e 4x4 = 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:50 2018 Page 1 28vAdrr-UGx7v2bDdknKKuPRceBA8vbB9Xz 1 NAFoh8ModLz4NX? 3x4 = LOADING(ps2 SPACING- 2-" CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.21 6-9 384 360 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.18 6-9 460 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 531Mechanical 2 = 340/0-8-0 (min. 0-1-8) 6 = 223/Mechanical Max Horz 2 = 140(LC 12) Max Uplift 4 = 47(LC 12) 2 = 169(LC 8) 6 = 144(LC 9) Max Grav 4 = 53(LC 1) 2 = 340(LC 1) 6 = 223(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-306/326 BOTCHORD 2-6=-521 /273 WEBS 3-0=-318/607 do]11*-E 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces r3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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-M 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 47 lb uplift at joint 4, 169 lb uplift at joint 2 and 144 lb uplift at joint 6. LOAD CASE(S) Standard Dead Load DO = 1/16 in PLATES GRIP MT20 244/190 Weight: 28 lb FT = 10% rcq dsm.e.,*,n•n.h•rlucrnrsm uuu ariwlFrwsrE rancnmlo;rum•;r[nCR6Nari hs.Inly6.p l•n"knosi(RV,dY16.11.hcYRIE.M..,WOW- NMI Ibt pmW—dq,sm s..Mrs Anthony T. Tombo III, P.E. I d.udbtmsYr lidlyhhrup.sdd.!dh[Mn.hOmsner¢d¢ss6W1ar1evf.srnmadul4LCdOrbdlaY+{n4dIMlh lmtld6111d;trH.vdMfm d.Sll[i m.udaSE dlrv.WAYYny sil.d r$0083 hla»lMs{ed(.e.ee.NrnmMsh Imdor .. ! pditi dd. h" Upow sdrq WY POI)p "w 0Ipd Stu nrd-wi.ped p!c MI I IsrnpnyCndmIf 111'nrpsq.r.lins knp Egwad Inns I o"ll.4ss off.hr d6w IT. 9d q I..s" 4.6 krn nshd no 12 hupEq—Is In d11"M ksspe, Ines slurs bpwdsq kq 9=ldad rss n nldd I. MI. 4451 St. Lucie Blvd. Fort Pierce. FL 34946 pPiIMOMil Adlullwsses-A„Ikegl.I.mh.Ill, r.LtepuldlauldAiskwo,usly lnll,ispchiiild.itiendevrine.pesrissiw6mA-IlcelLrsses-AeAurl.lmlalll,r.1. Job Truss Truss Type Oty Ply RYAN HOMES / SEASIDE v1 WRCSSIBT J7T Jack -Open 4 1 A0050921 Job Reference (optional) Al mun: o.z ru s may Io zuus rnni: es.ziu s may its zu1t1 MS I eK Industries, Inc. Wed Jun 20 14:21:51 2018 Pagel ID:P42uXRd Kj2lgP?ofFS_28yAdrr-zT60crN2vBy1_dALiPg98OxxMp6fJyvo5LAn24NX_ 10-0 2-8-0 7-0-0 W 1-00 280 44 Dead Load Defl. = 1/8 in 3x4 = 3x3 II Pl':Ee: LOADING(psf) SPACING- 2-M CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.23 3-5 364 360 MT20 244/l90 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.25 3-5 330 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.11 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 25 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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 = 167/Mechanical 2 = 342/041-0 (min.0-1-8) 5 = 106/Mechanical Max Horz 2 = 140(LC 12) Max Uplift 4 = 94(LC 12) 2 = 81(LC 12) 5 = 12(LC 12) Max Grav 4 = 167(LC 1) 2 = 342(LC 1) 5 = 122(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 81 lb uplift at joint 2 and 12 lb uplift at joint 5. LOAD CASE(S) Standard drera--anlmr,nb.og.lalt nr,uewaYY!d,r0.m rQm',mre.drfarr 'ebt'gaaraLb}i:drIndr,sl '[ dpedqfrytil, n1. aa anaars>lINtdasajteetln.:etA4rmtm.t. dN,..th eYwq,ra,.Y.mtriAp .nd,. ape natturiqr,mmwre>, m. y Mid,mre,,Yprada Anthony T=. Tonbo 111, P.E. .E. 80083rwyrnrdrra. to a,mr.riWd emsdrLndrhrrgadr erar+ dhndtsnyapnmr.sd[1w, uw"# dn 4St. Lucie 81vd.etalued pe[.rnagda--ahmrx-1hd hNu3e39nn Idd M1I Fort Pierce, FL349G6 (aapq7ilkjO2DliA-lieel[asses-Aatkgfla¢6t111.i.i.tepnladioaOf111h k9M. iontINN, iswoil'del.itlnIke +mniemssinhem A-licoflnses- Arthur 1.feolaIII, r.l. Job • Truss Truss Type QtY HOMES / SEASIDE v1 A0050922 WRCSSIBT VM3 Valley 1 PIY RYAN Job Reference (optional) Q0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Jun 20 14:21:51 2018 Page 1 ID:P42uXRd_ 421gP?afFS_ W28yAdrr-zT60crN2vBy1_dALiPg98UrxRt6fJyvoSLAnz4NX_ 3-0-0 3-0-0 2x4 F7 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, 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 = 84/2-11-6 (min.0-1-8) 3 = 84/2-11-6 (min.0-1-8) Max Horz 1 = 38(LC 12) Max Uplift 1 = 16(LC 12) 3 = 33(LC 12) Max Grav 1 = 84(LC 1) 3 = 84(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 33 lb uplift at joint 3. N"-P d'141&3 WMMIM,OWL rarlcononlmc. trxrrmontrro[srr. r.e k![s.rr rrn on m,wur r lrstm.l.l.rut Id mumro+. u r+,a.Mm wr.r w1d.r..e. rs, aww ' V:110ft ,fl r,,tm,les* G••snRtl+e..lrur.sl rooms+w+4rr+r+w o r rasnrrrs ar [msgmr.rla...rc m! tr w,*ev.Y+a Wan.rr4n Anthony T. Tombo III, D.E. r..4oa.rd ai+sa.y.m+4c...,ro.a;..Min.ru+A rL,...r,r4*ocrasy ru u reutr kr3lrslrtlw rMs.arlra.1n..sa..r waanl.di4 :80083 e. ahmm ,ro.m ar,,'dM.e.n srrr—dP.W-4e,"Cq nS<dttm.eaAp s,rymrull..t&.WA.r•K+t• tRt srn tnrwn4d,a.,tr, o.[y.Arlms4.ne.u.s 4451 St. Lucie Blvd. Ao• hr A+ielh,l tl t..ITin hgryY.,...1 ilrLnr f4s*(vor l si.l.Ylks*a.•+m f•Yn E,rn n, Fiy ayWdW—'shhd.?s1. Fort Pierce, FL 34946 P1tirNQTIIAA- Ib,dfnsus-letW}Lla„A.N,I.E trpd,maduslMent.i..sqIva, ispabbdd,rdsodsnstlnpnsssissinhuAIhdllnsus A91h8Y1.I4e10N,1.I. Job Truss Truss Type Qty Ply RYAN HOMES / SEASIDE V1 WRCSSiBT VM5 Valley 1 1 A0050923 Job Reference (optional) Run: 8.21u s May 1a 2u18 Print: 8.21u s May 18 2018 MTek Industries, Inc. Wed Jun 20 14:21:52 2018 Page 1 ID:P42uXRd_Kj21 gP?afFS_28yAdrr-Rf3uKkcT8M 12aBZgk3DeDNhfKLnzr6Z58SruhDZ4 N Wz i 4-8-0 4-8.0 2x4 % 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 15 lb FT = 10% 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 448-0 oc puriins, 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 quide. REACTIONS. (lb/size) 1 = 90/4-7-6 (min.0-1-8) 3 = 1/4-7-6 (min.0-1-8) 5 = 224/4-7-6 (min.0-1-8) 4 = 1/4-7-6 (min. 0-1-8) Max Horz 1 = 71(LC 12) Max Uplift 1 = 5(LC 12) 3 = 1(LC 1) 5 = 87(LC 12) 4 = 1(LC 3) Max Grav 1 = 90(LC 1) 5 = 224(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-168/281 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 1, 1 lb uplift at joint 3, 87 lb uplift at joint 5 and 1 lb uplift at joint 4. LOAD CASE(S) Standard tt. q Rwrtrer rixk.r'ra li4 i1168(SP.((ri&eNliM[St(Celi(ge{IIS;C. ('q'[Ijt(7NfLr!Sr hra re;.ku sdrr ru,r0n irns icy kn,q (f7CJdar 4.qi IW.RIt.l.,e pm hr,.r rhnpenx uSlrr("-0. ri. Wld ,h, rhn edh.ulrripr r,rr rr,trm rt}hgrarpr-y,j(r,.alrxrrgCi nY,vnrcgr„r.dnur,*a7uy,.cllnrrrup raao¢im, rrl_J,dr,rerlhl.h rn,r,hn,rgtcirmm y. arena,rD.m„mm(,Rn.rw:.ekQ...r re rocrarr wyxarma(r,n rrrrgra.u rim,.nryveyc.*.. . krgwrmiAnthonyTombSt.80083 l?,P.E. rlcrytw nrrmrr urr m,r.r(r_+rrr cdpeb,rttytr>,a,.{to te.e.u a arvtr.,in. (rexea r, nu(r xrx(.+nHrer arc uuur,.,unre y q.artM,lrna.,y 4 80083 errmr(d.dr,,(dd , a er,r trti yeetdtcnnnadnl.At. 4451 Lucie Blvd. q Irr,wud Irnrrrr ty. ogiru+yo ..tr.uw, q u Fort Pierce. FL 34946eGrrgMC1G1AA-IltAirnut Acik+e}LleaMtll.r.f. Irpe4ruscithislcr.mret,unilnr,cn66brIArdkul6endinFtruuieehisAllad6.rut Ail"LienM(tl,l.E. TYPICAL HIP / KING JACK CONNECTION I STDTLOIJANUARY17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 n2409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC 3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 0 ti ttach Corner Jack's f/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) W" %mg-0re.:.'N tail lt 91S[:rRli[GnlIIMtfCWRK(r'.YL,'teTj a.'rmt(K+trl'r. to7 trq pa M r d.w wri lnr kti72+Pldrt glhd 111iwfkA l6 rr ]9 rlR.h rY1.rIO.. rdAvawisel.t dined i.ritQr r,r Ar b,rr.*.rg ny.rsr,rrr,prr y.r,n yul.r r,. ro nu.nk,r n.rn.uq ur.n. wrcr, Anthony T. lambo III, P.E. raedi n r r+mr.rn,r.r ro.,n.re.irnr:cr rrruq.rr.arrr,.rurrrdr ngarri u.ar.pa rlrr.rrya.errusae.tralo q,.mrrrnaaarr u.rhr :3 e wta, rtynr;aerai n.ar.n,rmrrr brr r.,.r.rrrwrr.nlrn m..n.luyl r rnrvu e xrtrm.r r,,., mia.,>rr urrmr rr, ., r d(„wr uRr ftmv, an 4451 St. Lude BNd. rrnri 4 ll. r:Egn..••.ghiran ,r t.Fm lnTl ea_Ial.Yykge.r lmr!.ra h,cr /.a+7 r7nicer w., srn.evi. nfr Fort Pierce, FL 34946 e,nilitQ 111i11Lad 4r+ut lrtlory 1, 4t3a1tl, 1.1. top!a3diea 4146 iaouu, it al tpr. h,trlilittl d!rst tit nitm,ecittre her ld tad 11111et-46")I. Imbe111.1. FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST OUT OF PLANE LOADS THAT MAY RESULT FI THE BRACING OF THE GABLE ENDS. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH 4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TD BLOCKING V/ (2) - 16d NAILS (MINI. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - IDd COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF IOd 131'X3') NAILS SPACED 6' D.C.(2X4 STUDS MINIMUM). STRUCTURAL/II / GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS r.. UKAL TRUSS iTUO AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. 9 17, 2017 STANDARD PIGGYBACK TRUSSJULYSTDTL04 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. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' 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- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION Ila„se*hmesr'eJl'J'IIds!(situ!th.cuu!wsrtmlr,mrn,tr!r!uoan!xuu'r, tN.y tr.!r.t rin,to-y..puar lr.r,t!.twr ro an,n..n<m+.rlp..e. w/tw.aiarM,wrrro.w,//u,I.,F,q,iq..pt,yv glt;rW.07nitwnwn mq./r,tuq,r gny.uirrr7/ry,u,:,r,m!.rBe.a..r,Mi. nwupn:.ptry,rv.+v AnthonyT.Tanbolll,D.E. I .Iro/r,Ins,rmiaq.r,wcern/r0.r,r0.ee',.tredeR/vYLiigtrt.vyorn/MK,rR.IrYdrif„n.11M1Lr ew,IrlSd.11d.u/t5!narYyLonpvs•Iudicgi l,r,nr i,I Lg>)Og3 rr/fgkt}v.1w d.qutM.rti.!rr..et.r rirn/rham aaSl St. Luce Bh-d. n,..,ewrdy,t.xgd*...,ghr,..tre.r.r TM.okutt...rlr!,.IkoR..ITtgw.!,e.,ru. nvrn.,.rr!.inl Fart Dletre, FL 34946 oittii;tx'1101{Alfc(Lnut laflogLfnb/DI,IE. 1epddrud!EhdKI.eu.ua}I013,oP61611611 dI1IIII-On re,eiuinimAI led ltnus-/day1,1"&111,PL JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 1;1 ST 111(-IF RI Vll FOF SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4- X 4.5-) WOOD SCREWS INTO EACH BASE TRUSS. IQ GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3"X 0.131' = 10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 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. LE END, COMMON SS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. i.rl•ramuwpl n,..r'N p01 i1tLsN;'SE4n rtIri sEMS I(009%sw3s t. tj1(u1v1r6 hP b. royrWpmrn r tb ot.M4 ,firr h..q(iM;r at lc.( i Meslll lteReSre,An.0 Utrn .ee a l.4if1. } o;Nrr7 Il.at,rRr n.IVmiNr r,'W e,r ia+, Eryl h,, iPrsh lyw•;! n+unTm i.rrrun.n.lrr.Ir,e4,.:np.nyn:r,iKryl. e, rnp ie vij14n,1.PMrmTN'k t 1M11 r."—yrl Yehq a.Lr,,,xWry Anthony T. Toinho III, P.E. r.+ealour.lowyoe mph+e,0.m.d0..,neuww.bd"hp. .0.ran+ruc,ae.Irrrwlqrwrmttr.pdoffxWed.!wwtb1..a.edgWagmp.mo.Wke,eq rd•,y.asvl+ r80083 mtilqk,4.Im e. u..,w..rtt/.la ehndld++n+.eru(,y..seg r.,..bmti r xs n re.d he l.d pdw ml deem Nm.wwMel r,+ me 1 n non. rm k,4 bp"V:.c 1 .,. In, 445! SL Lurie Blvd. c.ul+.ely,(a>d4d eneyl p.nntd4a,tsot,c.e.Wtralyk;p..T„ssM.t.+q+r n rc-lc.r.,nt+.ml For,Piefce,FT 34946 opnilll 01016 A•I ldlrnsn - Ae16M 1.1" Ill.1.E. igr.lFtti.o d utis lx.um, is on t rn, 4 pisk)uel vas d the nrtuv eerc siisa him A4 foel fnssn - Ai6m I.6abe lll. P.L. FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 rr A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE W/( VALLEY TRUSS TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT 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. P F-1 2 SEE DETAIL 'A' BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE, 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO LISP MAX SPACING = 24' O.C. (BASE AND VALLEY) WS3 (1/4- X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. r.r1.ehe,etiwas..;.r'uI lursll4ulneumrtusllOCRiesusa+{1tll?srocnwc.:ersn adt4P+rsd..ss.e:s6.ste„s s..,11;rrsamI kw II4tr.eI*.o4s.s as ns.fiessur.rt, Wa uaallw WMn.Y;ihIG3.r.N I.In l.up lgriGe.4.+q iq>t.;r s/•an pi.ayaulr ,d.perR n,ert4p{.Sa.rtrrglri•n: rarlwr Drr,.r l!l lL6 m.Is..ry:rd,, u.air r.ute nm5 .hetegorn ras.,ro..serr Hgr.r Anttrory i 0mbo!!I. P.E. 8srrsdnwayr,*n,.rsrm rr:.rmrk:ysrrlurrsne lYerpei rnrdmw.v rt,s,,.dges3 gs..srsrr..,Is lrc.sne.s.rsr 0083 r 4lY, ralrrleom. u.ows.sr a6rrrvn r, adr Mv.Iuro+ttu lerana eamrRrxrtiLinti..00rlrsd yl4eutrny.,tmsr bsra isnstsvr.. o-.s ps# .nsl ure.•ri.n, dss 4451 St. Lucie Blvd. see. tt.dgs4.s.y r..alnar.. ar.d 4hneaurty.en4lrylyAulr,rimrl zlqundn He4 Uwe. e.irenlhei. R1 Fort Pierce, R. 34046 91si;ht07016414dtnsus•AnioglhxM14Ei.4lydwinotM1is(o:men.irllrv6kpaltditd.hvirhwoonTn.istimfim$1 etlnsses•Aabell.luMpPi JULY 17, 2017 1 11.%j%J1%.7LLJ 1 %.7L 1 LJL I /'11L HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98. ASCE 7-( WIND DESIGN PER ASCE 7-10: 170 MPI- MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY LIND_....._ . DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FBI CLIP MUST BE APPLIE THIS FACE WHEN F EXCEEDS 6/12 (MAX 12/12 P upjnw.6040llRIMS rv.{fl' QQUIUNS9MtrijW,"jirim gmr:tw{urr. rr4m.!rTom uf w".{SS,{be—n{ w'd ." utrru.arrr,Jdlw.u1MeriC. r..ai1{rir,{orr iysnur.4+r!r.r..:rs.drniQ"p{w{.{wa{AY{ud a*urhn euliarrL{q n.v4.Ln{Mrnrf.YLi rS. rrIk746ub.{arts, V+.rurro, "iYr d+vAO r{ntb rWlynYflyw{Iy YO.r.YCn{i{.onngen/d4J gkyn,.Yucv YO(.rPlddinllr/Y uprIPFIM«n./Yil1 IFhtl.x Ylm{,rcN mC;¢rneupmm jkagddlldnY ts'i An•,1ronyT.Tombolll,P.E. Y wenhga 14npn.tt bww.Y Road.,* rmrs r"hon Aar mm umorm SCt; Knee;ICi rM{4{ryfAol4C:ntdnetdhprcrlydaa.Rl{u:n{Y!n w34[.I leus Ylw MvW.Inn Ir I ur,ML tf dcin,ktt 800$3 Crsv rBd r!r( rrn MpcneghdAxf o.hel If rhvil mn4;lYMtq M:p;, nS a6prm, rlgld{ ll rgaY.r hnrvrnirt I•RFI 4451 St. Lune Blvd. Fort Pierce, FL 34946 t s.a..ar.. morr.......:..a:......«....,,..:«.u:der..,a._.;......:..:....,r.nrr..,.«.r....ir...ui FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/IDd NAILS, 6' D.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX, NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'OZ. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUD 2 DIAGONAL BRACE 4) - 16d NAILS 16d NAILS SPACED 6' D.C. 2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. IOd AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE 2) DIAGONAL ATBRACES T1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'O.C. 3-&10 5-&Il 6-6-11 11-1-13 2X4SP#31STUD 1 16' O.C. 3-3-10 4-9-12 6-6-11 9-10-15 1X4SP#31STUD 24'O.C. 2-&6 3.11-3 5-0-12 8-1-2 2X4 SP #2 17 O.C. 3.10-15 5&11 6-&I l 1146.14 2X4SP#2 16'O.C. 3-6-11 4-9-12 6-&ll 10-H 2X4 SP #2 24' O.C. 1 3-14 1 3.11-3 1 6-2-9 9-3-13 j DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IOd NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90Y, OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING AILS 10d TRUSSES 0 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH 14) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. IFEBRUARY 17, 2017 I T WRTH 2XIBRACE ONLY IL STDTL09 VOTES: I -BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90Y. OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TC ONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING i 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 1-BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B 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 ENOS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT NAILS TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) B WITH (3) - 10d SCAB WITH (3) - 10d 0131' X 3') NAILS (0131' X 3'). r ATTACH TO VERTICAL BWITH LS ) ( 0.1313X 3 ) NAILSUSE METAL FRAMING - ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - IDd TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH 2) - 10d NAILS (0131' X 3) IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS ( 0131' X 3') TRUSS 21 6 4' - 0' WALL STRONGBACK ( TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH ( 2) #12 X 3' WOOD SCREWS 1216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - D' AND FASTEN WITH (12) - 1Dd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTLI I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER 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. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) OIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 U o 135 93.5 85.6 74.2 72.6 63.4 J 162 108.8 99.6 86.4 F84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 UZ0J 131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (0162' DIA. X 35') VITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEVS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW 2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 0° FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 51 ST. LUCIE BLVD. FORT PIERCE, FL 34946 ri 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION Z 128 49 38 26 25 17 MAY 15, 2018 I TYPICAL 2X2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 51 ST. LUCIE BLVD. FORT PIERCE, FL 34946 2X2 NAILER ATTACHMENT GENERAL SPECIFICATIONS NEW 2X2 SP NO. 3 ATTACHED TO OVERHANG WITH (0.131"X3") MIN. 3 NAILS NOTES: 1. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS RECOMMENDATIONS. e.q.ta.,,,,,.pry,„a.r•uraann nfir r arwtn s temsKtrn c+trlwcM ux urr. r r.r s,r.r.e,.e,un,a,o-.lr;rr,yi nrirrra.,.,,rsoN t„a..,.rd.rr o.d rtr,.ai„sdrndrrrs 4 u nor*,mgir..D_y:•at.re.Saw..,i,¢nrt•nM4,/rAa A+1 1Y ai,q/rs{44n1U r Y fld,.r iM1l,rMq",satmliralduti lb. ' An1my7. Tombo 111, P.E. r u/r,trurgrtu;aremir.r_j•rc..u,ra.e,wr wcp•rwrttee•..r.muuacrarn.atiww,nrinr.mq.a/nnn.;arm/arcs .a N01%%Wq.•amr•uq"ab"""p-all 80083 rt/qbq.rt,rn n.emn.rorrinca,rprr,datstgt.. umirr.e.tiuy.4edwwrufinn:n.dtrra/rd.a LKisE.:r ni.,a:w,r n,/min, ksy.4nt 4r a.sd4", Ys."..le, 4451 St. I -We Blvd. en.v lG+d ry,trtd 7*/w••ghi,•hn o/.A 4hnfk l e ea714 M1raiRq•.•MsFien Gpe•/q/si7 n,pt„t•,n r,rsai.Oti Fat Pierce, FL 34946 pPipkt0701fAItwfLvssn AstAorl.lsalsN,l.f. tcpadsniftofWsdomme.iaaglanispa;"it'u1.c:aaden,naIsnduiabooAIRodTnssts-WuTl.TnJaN,1.L m 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 2411 O.C. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES [:: STDTLI4 4) 12d MAX 3011 (21-610) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 sue Mr.wwrW n•-I.r'r llCa nmrwuq QRLL`P.06.[Ownm{%1.+"Itfil jl(uL1::11[R r Iwh r,*r...e,r rrn. r+l.n+M,s,.;nCrr a,wt L+.rlu r. tra.Ar n. Yn,+.n.i,.rr.r ri .r alr,wwnw,hr,+lAr nrr rr(pYw•r1 4.Ln,Mu/:rw+Qr.Sr,.YrF}Y,w/wwill n n,..a/elr inr gwnf7 nyrre.V+rrwa}r+1.im+1.klrrlt0 ri.wr fkl hlrup nv, rr,iwiiw,, +.wW. Anthony T. Tonbo 111, P.E. r.w46f l++srw. aLgn>nw+i3.+ron..4 o.++r,.ay.l ge.r Fic k+h... r d 6, 1K. r Kr r lm wq or r Mi. it Ww ,l m tar.: A+Y.w d k L— * r.rl mw wew 80083 r b.wlk, +.r(.eu..u.n,n..r arrrm,rprw+rr url t.nwrfr.Rr rt(Snw,Nan'r vn...tr.rrlr p.e.rr.. inlor,:wny.We.,rrnrr l+n, M,w... tnn F+r twwrrun+rrc.w, ,+ 4451 St. Lutle 61,d. e..h.rre.welr.n,+lq e,wr+.a.r t.rm+uytgr.nr:re r, ersw.•un+ti.w4•nrwr r.Yq uaw trr r..., se..r. ma Fort Plertc, FL 34946 rylsgN07011111nllinxs 1 Aui1.IM IU I.F. 4pM niwdtlisl,rwrct.u 71 n.isp hbl:l.44 l be nme: Inrrsiu 6mAlt I G sses Acrte 11,Iw1 Iq, Il. FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 v DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 4g' 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 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C 10d NAILS NEAR SIDE IDd NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN m THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE 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. i FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM M2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 4(r) 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 VIC•fJ lf x Htl ^ xa:31:.,•7;•...!;t.:\^.?:>::::a3./:x:.>T..f<::,.\.lei, VY i l iiiliiiifilli'CJ•I i I i i I i: NX, x' :: vv'C.-ir;.tl,:..,a.,:<..r\-.lip.::\\'"/,<;c-rc„,.\,•::/,.,...CJ:....\:!::,:.\..s::...,s.;;>:.....•r,.s"''u S'M- 5"ry.. 'K1• '- Y C`Y!:? .v- tiH x5':'hv'? 1•; . is 3R`' a1_ M' WAINN 1 1+ I' I'L'L' rx I i bY».,,,:..Yri.Siv:;d, e fJu\,..:/,wC\ I v\\3:!/?5,;: I' l Milli N':',•'n'0ii}ii:,\\- r:.,, y--:: w, ice•---. 12" COFFER 4 NU 1 t: ALL I RUBS I U WALL ANUILIX I NUbb I U Ire lsr Iry LEDGER CONNECTIONS BY BUILDER UNLESS NOTED OTHERWISE) ! a iE : £ NOTE: ALL CEILING DROPS BELOW BEAM ARE BY BUILDER UNLESS NOTED OTHERWISE t I 'NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW TRUSS I D. AND TRUSS LOCATION ONLY. THE BUILDING DESIGNER IS REPSONSIBLE FOR THE 4 _f _ - _ - y I - • I STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. . ° - REFER TO THE INDNIDUAL TRUSS ENGINEERING = s ? t _ 1 DRAWINGS FOR GRAVITY AND UPLIFT LOADS. FOR BRACING 6 ERECTION DETAILS REFER e - A -- TO BCSI-03 AND/OR ENGINEER OF RECORD i _ _ Ezp- a I nr < REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING 111524 ((H_)I THW6 C aS tl zo gc r_2-z ze B; JUS26 I IDJJ MSM2.2 ° e8glt f=L C; THD26 I I,N MUS26 OD THD28 © KIC26 _ i ! a ! ° 3 - = 0 - O THD26-2 OF THD23.2 O .. - _f. i sl r i t © JUS46 HANGER BY BUILDER AI S S t+> S a sla:=• LOADING ROOF FLOOR WIND LOAD ! ! rA _ : 2 - l o LIVE LOAD 20 - ASCE 7-10 =Raril-- 00 SLt E 112ZC t c=i DEAD LOAD 10 - 150 MPH IXP C = t 18 c LIVE LOAD 10• - CATEGORY 11 - 3 a t O o f° 5 DEAD LOAD 10 - ENCLOSED TOTAL LOAD 40 - FBC • 2017 DURATION FACTOR 125 - TPI-2010 =±: r = a = p REV DATE BY REMARKS It 01 04/13/18 IT CODE UPDATE a - All i - - _ _ L— It is understood that above conditions have been reviewed APPROVED t 8 are acceptable for the = - >= ' ° e fabrication at lasses, APPROVED AS NOTED b ., _ • elevabons,pdches, overhangs, REVISE AND RESUBMIT fasaas,ceiling elevations/pitches. bearing REJECTED Conditions d all detail pertaining e a to this truss placement plan. No back charges will be accepted • n ! y= cwthoulpreviousvmtten DATE : e e e ! = r . approval from an A-1 Roof = : s _ § Trusses representative. RENEWED BY 8 PLAN DATE ARCH: 08.17-2016 STRUCT' 5 - FA71 e9 _r CUSTOMER IrYAN HOJIES Fa : I. I,- t 1SnS 2lS l b FnI I II 108 NAME SEASIDEr1'B' E03GE _ °41 E LOCATION MAS7V?nUY r= a e E s u'v 7r •r sev -_ COMMNn KENSINGTON RESERVE / LOT 14 _ LOT9 BLDG R. 1l 6 TYPE r 8 ! q e • - JOB N 71219 MASTER WRCSS19T s3z1. 75 DRAWN SCALE5f-- DATE 09.13-2010 AREA CALC il011 FLOOR D. = A-1 ROOF = _ _= fi - 1 ROOF 3993.13 ., ° FASCIA 310, = TRUSSES HIP LINE 1 132. A FLORIDA CORPORATION = `=a _ _- VALLEY UNEI 22 , _ = Ph 77240I Fax 772-009-1015 'e : = hf1pYArlplAvwwaflruss. rnm CITY OF SANFORD BUILDING ili FIRE PREVENTION PERMIT APPLICATIONW Application No: 113 Documented Construction Value: $ • ` 5' I - Z oo Job Address: 3-7 Historic District: Yes Nog Parcel ID: ResidentiaQ Commercial L Type of Work: Newo Addition(( Alteration Repair Demo Change of Use 0 Move Description of Work:J(x5lall1:c7,n l t 1 J•t,l- (JJe k.- Plan Review Contact Person:" Title: Phone: `tUl -5$5 ppt Fax: 4-1 Email: f1,me_&Lpy, &Yr N Property Owner Information Name I Phone: Street: Resident of property? • 0 A' City, State Zip: Coritrador Information Name l-A . _ hon Street: yJ I e0a TSLO u ka.0 Fax: q0-7- ? •- 53 City, State Zip: O:q;Cd State License No.: Ckz,- 0 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating construction and zo ' g. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID of Contractor/Agent Name 14y1 1 , Signature of No ry-State o Floridn Date CHERYL 0 AKERS AMY COMMISSION # FF9N962 56t'EXPIRES June 05,2020 98-015] FIC idd.401 ryS[rilCe.cofn Contractor/Agent is _Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq It of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application STATEWEDE 1-888-831-2665 2 ®E LA I R State Cert CAC032448 NEffnN6 • AM CONUMOMM SAWGRASS OPT POOL BATH SHOWER 3.5 / 2.0 15.0 5 9,373.00 SAWGRASS OPT STUDY 3.5 / 2.0 15.0 4 9,332.00 SEAGATE VERSION 11I - 3.0 15.0- 3 4,977.00 ` SEAGATE VERSION III OPT BATH 2 3.0 15.0 4 5,139.00 SEAGATE VERSION III OPT BONUS 3.5 15.0 3 6,530.00 SEAGATE VERSION III OPT BONUS BATH 3.5 15.0 4 6,592.00 SEAGATE VERSION III OPT BONUS BDRM 3.5 15.0 4 61702.00 SEASIDE 4.0 15.0 4 5,779.00 SEASIDE OPT OFFICE 4.0 15.0 4 5,926.00 SEASIDE OPT POWDER 4.0 15.0 5 5,901.00 SUMMERLAND 3.5 15.0 4 5,747.00 SUMMERLAND OPT BATH 2 3.5 15.0 5 5,896.00 SUMMERLAND OPT BDRM 5 3.5 1 5 1$6,019.06 NOTE: PRICING BASED ON NEW CODE. - THE DUCT LEAKAGE TEST WAS REQUIRED TO PASS NEW CODE. Pricina valid for (6) months JOB NAME: Standard Series - Revised Page 3 of 4 Equipment to be GOODMAN 15 SEER Heat Pump Pricing includes bath duct with standard bath fans, (1) dryer vent box, (1) dryer venting through roof, programmable thermostat (TH63201.11000DAG), and a 2"d year warranty. plans with asterisk also have 2-zone damper systems. Add Price for Breakered Heat Strips, Add $35.00 for each unit. Option Price to Add 7" Range Vent, Add $150.00 each. Add Price for Combustion Air for Gas Dryers, Add $90.00 per dryer. For any interior kitchen hood that has a fan greater than 400cfm - Please add $ 475.00 for a Broan MD8TU. For any interior kitchen hood that has a fan greater than 1000cfm - Please add $ 875.00 for a Broan MD8TU and MD6S. For any interior kitchen hood that has a fan greater than 1500cfm - Special provisions must be made. Add $235.00 for increased range vent size if any makeup air is necessary. DEL -AIR must be notified of any interior hood that greater than 400cfm BEFORE rough -in. Cust Initials II, ". s ., 11: l 1 I: 1 1 1, W101448 Built m rt . Built to live better. Date: ` lQl 6 - 7/ 7 . , PEG swals. Inspection Report BuiltSmart Sampling BuiltSmart 2 Inspections Pre -Drywall ®Final Inspection Re -inspection 122009IECC, 20;-*........ ,.. :....:......... IECC W.;.:. ." 2015IECC cod. C=0i@nn onb I to tnelvu;m wd Duet ts.k,p Tescna Model: Division: d 2L Community: t•.T l n 6 Address: 37 o rA'L, City: SA ^-{;, !- cl . Orientation:_ State: r Zipcode: 3L% ? 3 Electrical Meter # Gas Meter # Foundation: BIS71ab Crawl Space* Basement** Above Conditioned Space If Crawl Space: Enclosed Vented Conditioned **If Basement: 50 percent below grade juist au aeilcient items, general notes, and recommendations (attach additional notes if necessary) R SR ( R-Required; SR -Strongly Recommended) Additional deficient items are listed on page 2 I. Duct Leakage @ 25 Pascal*: Total (ctmis) Uo_eonditfoggtl (cfim25). __ .Goad. Area (" _.._Total Leakage.(%) Leakage -to Unconditioned (•/.) System i) ( efm=s efm=sj -+' Z5?I ft' _ .3g •/. Total •/. to Unconditioned System 2) ( ctmis cfM25) + ft' _ •/. Total •/. to Unconditioned System 3) ( cfmis cfmu] + ft2 _ •/. Total •/. to Unconditioned 2. Infiltration CFM50*: 1.14 1 . * 60 / Z 3(a Q 4.. L4 (Final) Cu. Volume ACH50 dS7f i1d ; w CulQlion 1eauadon 7 Scfrn )l Person + (1 ttjn 1100 x f condldonrd spat) YSTri`1t,. • S;ramHrygfherinwou t C.d p,nyilr Total •enrllotion needed: - Ni11 7esd+gp^- edam con{ Hamwith 20091ECCRI02,421 Enuelope and R403 22 Dud leakage and 20121ECC R40ZI. L2 Euvdope and R403.22 Dud Leakage. See local cpde ojJielal and code book jor specific paranwerz) Inspection Result: BOIASS ' FAIL N/A (Re -inspection Required if Fail is Checked) Duct Blaster Result: SS FAIL N/A (Re -inspection Required if Fail is Checked) Infiltration (Final Inspecilon): PASS FAIL N/A (Re -inspection Required if Fail is Checked)• HERS -Provider: PEG HERS C.- Name• 15Lightyears HERS Rater Sig_n ture: Buildex Gompan Ns me• Rye Homes Builder Employee Signature: PEG LLC 11130 Fairfax Blvd. Fairfax~ Vs. 22030 703-934-2777 I_ . 15 ligh"rs, Inc 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, 151ightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, 2 Timothy r th 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC I Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: V 5 -Q 1 Z Job Information Builder: WA'" t oar eS Community: e.gf,, -ion tS f't Lot: Ly Address: 37L'W n wow Loo P Unit: City: S A ^for d State: F I. Zip: T2773 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. 9'rERFORMANCE or ERI METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI): = 44 l X 60 _ 4361 t Z — 44-1 Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans ASS Ventilation isMechanical not required) code software calculated PASS (with Mechanical Ventilation) O Field measured and calculated FAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to 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, back draft and Flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3.Interior doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems, if installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 5th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: L Printed Name of Tester: Aaron Overholt License/Certification #: 2DNAB7 Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Fjurisdiction: Permit #:. 14 S I —j Job Information Builder: K( ,& fJ Community: ee cf 74 a Lot: y Address: 3? g' l a,r td0+L, unit: City: Sq r ard State: 17 I Zip: 32 7 73 Duct Leakage Test Results System 1 3 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all 3. 5 systems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES 0,Q) [:]NO (S ) Performance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the 3f i Z53`) _ 38 Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage leakage Type selected on Form Qn specified on Form R405-2017 R405- 2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017 PASS F`E,-, w 1+ Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 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. Testing Company Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: Aaron Overholt License/ Certification #: 2DNAB7 Issuing Authority: RFSNFT Copy of License / Certificate of the tester must be attached) L O V 4 CL VA LL 1= W z LA ce Certificate of Achievement THIS ACKNOWLEDGES THAT Aaron Overholt HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR Certification Date: 08/07/2018 Certification Expires: 08/07/2021 R F I # 2GNAB7 2 Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199)