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3938 Loon Ln 18-3031 (a) NEW SFHCITY OF 1' FORD r J, Building & Fire .P_r_e_v-ention Division j PERMIT APPLICATION i FIRE DEPARTMENT Application No: f -?,03 1 b Documented Construction Value: $ JAW" q1%. llg Job Address: / —E/ l Historic District: YesF-]NoFv-/] Parcel ID: 17-20-31-502-0000- 0 g9 0 Residentialy Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME WYNDHAM PRESERVE LOT # Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax• Email• Parksquare@PermitsPermitsPermits.com Property Owner Information Name Park Square Enterprises LLC Phone: Street: 5200 Vineland Rd STE 100 Resident of property? City, State Zip. Orlando FL 32811 Contractor Information Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100 Street: 5200 Vineland Rd STE 100 Fax: City, State Zip: Orlando FL 32811 State License No.: CRC1330351 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: 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: 6'h Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application i NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be Ir 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 pen -nit 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 VISHAAL S GUPTA Print Owner/Agent's Name Signature of Notary -State of FOR& I Date My Cp D J, ISSION t FFF 209108 EXPIRES: June 21, 2019 e owwhriilud%etNotary Seryta 0479f' rAgentis YES Personally Known to Me or Produced ID N/A Type of ID 141 7< < Signature of Contractor/Agent D to VISHAAL S GUPTA Print Contractor/Agent's Na Signature of Notary -State of Florida Date pt;; ' 4t, D. A. CLARK M, COMt#ISSION Ik FF INIII EXPIRES: June 27, 2019 Bonded Tin Budget Notary Septa Contractor/ Agent is YES Personally Known to Me or Produced ID N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building R Electrical [k Mechanical @ Plumbing® Gas Roof Construction Type: Vf$ Occupancy Use: P, Flood Zone: X-SEF Total Sq Ft of Bldg: 3,9'8J Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No [. - # of Heads APPROVALS: ZONING:c goo! 19) UTILITIES: ENGINEERING: OA—IC. --c FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area 0 shown on plan. Z 7. to "f1lp - 3oqen- 6 , CrL 2- 0 # of Stories: 2- Plumbing - # of Fixtures a Fire Alarm Permit: Yes NOR WASTE WATER: BUILDING: ' W 2t Revised: January 1, 2018 Permit Application CITY OF I OD FIRE DEPARTMENT V C l rftii IL L 1 ! Building & Fire_P._reventionDivision j PERMIT APPLICATION Application No: a Documented Construction Value: $ zz Job Address: 5q3&_ 2 n)A IdA2 Historic District: Yes No Parcel ID: 17-20-31-502-0000- 09T 0 Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME WYNDHAM PRESERVE LOT # Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com Property Owner Information Name Park Square Enterprises LLC Phone: Street: 5200 Vineland Rd STE 100 City, State Zip: Orlando FL 32811 Resident of property? : Contractor Information Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100 Street: 5200 Vineland Rd STE 100 City, State Zip: Orlando FL 32811 Name: Street: City, St, Zip: Bonding Company: N/A Address: Fax: State License No.: CRC1330351 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain apermit 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: 61h Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be f6und'in the public records of this county, and there may be additional permits required from other governmental entities such as water mar.:agement 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. 4" ?/d1(1- Signature of O%vner/Agent Date VISHAAL S GUPTA Print Owner/Agent's Name ZIX 7 l (r Signature of Notary -State of Frdilda I Date n.kMW My COMMISSION 0 FF 200108 EXPIRES: June 27, g019edjANButetNotar/ 04ki`r4ent is YES Personally Known to Me or Produced ID N/A Type of ID y2k_ & Signature of Contractor/Agent 7 ( D to VISHAAL S GUPTA Print Contractor/Agent's Na 49K 7 WC Signature of Notary -State of Florida Date D. A. CI ARK W COMMISSION Ik FF 209108 EXPIRES: June 27, 2019 Bonded Ttw Budget Notary ServkO Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Flood Zone: of Stories: Plumbing - It of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: January 1, 2018 Permit Application COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 181000.06 BUILDING APPLICATION #: 18-10000673 BUILDING PERMIT NUMBER: 18-10000673 DATE: August 06, 2018 UNIT ADDRESS: LOON LANE 39.38 17-20-31-502-0000-0880 TRAFFIC ZONE:022 JURISDICTION: Q 4SEC: TWP: RNG: SUF: - PARCEL: U SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE:- BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISES LLC ADDRESS: 5200 VINELAND RD STE 100 ORLANDO FL 32811; LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3938 LOON LANE WYNDHAM PRESERVE / SFR FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS -ARTERIALS CO -.WIDE ORD Single Familyy Housing ROADS -COLLECTORS 705.00 1.000 dwl unit 705.06 N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A DO LIBRARY C0,7WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 9,000.00 1.000 dwl unit 9,000.00 PARKS N/A 00 LAW ENFORCE- N/A 00 DRAINAGE N/A 00 AMOUNT DUE 9,759.0.0 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RES_CUE, 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; 4,07-665-73.56. 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 0 Grant Maloy, Clerk Of The Circuit Court & Comptroller Seminole County, FL Inst #2018088962 Book:9183 Page:1991; (1 PAGES) RCD: 8/6/2018 1:04:37 PM REC FEE $10.00 Parcel ID Number: 17-20-31-502-0000- OR- 0 CER T IEi.I) 1,- s:? v fr;ANr I;n.ALcJv Prepared By Daphne Clark C EttK 0.'''-IRS IJi i C(:hI1T and AND ,!{i?i'i i;i1? LE>t Park Square Homes SEs MOLE. f:r''' I sY fi.ORI Return To: 5200 Vineland Road, Suite 200 v/ l y Orlando, F132811 OY -m R/QN yyypp NOTICE OF COAMENCEMENT. State of Florida. County of Seminole. Permit Number: o (/ The undersigned hereby gives notice that improvements 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: LOT 4 Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81, Page 93-102, of the public records of Seminole County, Florida. Address : 3'73e /` 0lQ 1q , Sanford F132773 2. General Description of Improvements: New Single Family Home 3. Owner Information : Name Park Square Enterprises LLC Address 5200 Vineland Road, Suite 200, Orlando, F132811 Telephone ( 407) 529-3000 4. Fee Simple Title Holder: N.A. 5. Contractor Name and Address: Name Park Square Homes Address 5200 Vineland Road, Suite 200, Orlando, F132811 Telephone ( 407) 529-3000 6. Surety: N.A. 7. Lender: Name Fifth Third Bank Address 5050 Kingsley Dr. MD: IMOC3J Cincinnati, OH 45227 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed Signature of Owner's Agent Vishaal Gupt Executive Vice President, Park Square Enterprises LLC Sworn to and subscribed before me this day by Vishaal Gupta who is personally known to me and did not produce DD. Notary Public Daphne Clark My commission expires: 6/27/19 Serial No. FF209108 otary Signature: N` SS\t`02 ,ZSec+`F0` o cuaih r vtAe N REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED pormif O BUILDING PERMIT - Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing - Roof 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 8G, l 1.000 Insulation Final 1000 Final Single Family Residence REVISED: June 2014 Address: Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric.Rough 1000 Electric Final x•'9' rr gw..w+sar---emu;. {a.a x}w';`b"."c . - tr c'+{{ n }7tau'i-. P .t l.rU-4rEi1 $h Min Max Inspection Description 10 Plumbin Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Name: Daphne Clark Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-257-6940 Fax: Email: parksquare@permitspermitspermits.com Property Address: 3938 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 1?-20-31-502-0000-0880 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: FM 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) A1,1 USE ONLY Flood Zone. X Base Flood Elevation N/A Datum: N/A FIRM Panel Number: 120294 ooso 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 El floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway ` If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-3031 Reviewed by: Michael Cash, CFM Date: August 6; 2018 CITY of Application for Right -of -Way O Utilization Permit PLANNING & DEVELOPMENT 300 North Park Avenue, Sanford, Florida 32771 SERVICES DEPARTMENT Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as partof this permit. 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 size and location of the existing right-of-way and use shall be provided or application could be delayed. Project Location/Address: 37.9s IUE Aerial Installation Directional Bore Jack & Bore Underground Utilities Roadway open cut -single lane Roadway open cut —multi lane - Small Cell/Wireless Co -location New pole Other ( describe): LJ Brief Description of Work: DRIVEWAY FOR NEW SINGLE FAMILY HOME WYNDHAM PRESERVE LOT # Schedule of Work: Start Date: Completion Date: Emergency Repairs - Reason: Excavation Information: Total Length (Feet) # Open Roadway Cuts: Aerial Info: Length (Feet) # of Poles (Existing) (New) This Application is submitted by: Signature: Print Name: VISHAAL S GUPTA Firm/ Company: VISHAAL S GUPTA - PARK SQUARE HOMES Date: Address: 5200 Vineland Rd., STE 100, Orlando FL 32811 Phone: 407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com Notice: It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanfo rd's jurisdiction, and the right, title, or interest in the land to be entered and used by the permitee. The permitee shall at all times assure all risks and indemnify, defend, save harmless the City of Sanford and the Sanford Airport Authority from and against all loss, cost, damage, or expense, arising in any manner, on account of the permit request by said permittee of the aforesaid rights and privileges. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford, insofar as such facilities are in the public right-of-way. The applicant must notify the City 48 hours prior to construction and again when construction is completed v' lowing email address: michael. cash Osanfordfl.Qov I have read and'unde t a ` e statement and by signing this application I agree to its terms. Signature: Date: 111`(y Application No: Reviewed: Public Works Utilities Engineering Inspected By: Conditions*: Fee: Date: Date: Date: Date: _ Date: SCPA Parcel View: 17-20-31-502-0000-0880 Ii http://parceldetaii. scpafl.org/ParcelDetailInfo.aspx?PID=1720315020... Property Record Card Parcel: 17-20- 31-502-0000-0880 srw+accarawoam+ Property Address: 3938 LOON LN SANFORD, FL 32773 L--- - -- - - --- - Value Summary 2018 Working 2017 Certified Values Values Valuation Method Cost/ Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) ; $ 51,000 14,000 Land Value Ag Just/Market Value ** $ 51,000 1 $14,000 Portability Adj Save Our Homes Adj $0 0 Amendment 1 Adj $ 0 0 P&G Adj so, 0 Assessed Value $51, 000 14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description LOT 88 WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes Taxing Authority Assessment Value Exempt Values i Taxable Value County General Fund 51,000 0 ' 51,000 Schools 51,000 0 { 51,000 1 City Sanford 51, 000 1 0 1 51,000 SJWM( Samt Johns Water Management) 51,000 0 51,000 l County Bonds 51, 000 0 ; 51,000 Description Date Book T— — Page _Amount QualifiedVaGlmp SPECIAL WARRANTY DEED 6/1/2018 09145 0485 $1,032,000 1 No _ - I Vacant J Find Comparable Sales Land Method Fronta9a De th Unit. p Units - Price LandValue LOT 0.00 0. 00 1 $51,000 00 51,000 Building Information i Permits Permit# Description Agency _Amount CO Date _ Termit Date I No Permits I -- 1 of 2 7/ 10/2018, 7:58 AM 7 RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Flori;da'Department of Business and Professional Regulation- Residential Performance Method Project Name: Lot,088 Wellington A LHG Bed6, Ext Cafe - W Builder Name: Park Square Homes Street: 3938 Loon Lane Permit Office: Ci 1 of Sa ford fiF 30 a SU/t 3 1City, State, Zip, Sanford , FL , Permit Number: Owner: Jurisdiction: 691500 IV, Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 1EN 1. New construction or existing New (From Plans) 9. Wall Types (3431.7 sqft.) Insulation - 2. Single family or multiple family Single-family 9.`Frame -Wood, Exterior R-11A 1575.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1569.40 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 287.21 ft2 4. Number of Bedrooms 6 d. N/A R= ft2 10. Ceiling Types (1992.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1992.00 ft2 ` 6. Conditioned floor area above grade (ft2) 3368 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A Ducts R= ft2 R ft2 7:' Windows(352.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor; AHt 2nd Floor 6 673.6 a. U-Factor: Dbl, U=0.55 275.31 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 40.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a: Central Unit 57.0 'SEER:15.00 c.. U ,Factor:, Dbl, .U=0.54 36.66 ft2 . SHGC: " SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 55.0 HSPF:9.00 SHGC: , Area Weighted Average Overhang Depth: 3.579 ft. Area Weighted Average SHGC: 0.227 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3368.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1660.00 ft2 b: Conservation features b. Floor Over Other Space R=0.0 1376.00 ft2 None c. other (see details) . R= 332.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 89.86 Glass/Floor Area: 0.105 Total Baseline Loads: 93.39 hereby certify that the plans and specifications covered by Review of the plans and 4`VJJE Sr4j this calculation are in compliance with the Florida Energy specifications covered by this- ti - FC7 f,+ Code. Digitally signed bYLeandroLeandro calculation indicates compliance Fuentes Fuentes Date: 2018.06.1514:54:05 with the Florida Energy Code. PREPARED BY: 04'00- Before construction is completed04 a DATE: this building will be inspected for a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance ' Florida Statutes. with the Florida Energy Code. - UD WE OWNER/A T BUILDING OFFICIAL: . DATE: DATE: Compliance requires certification by the air handler unitmanufacturer 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). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested' in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 (fin for whole house. 6/ 15/2018 2:52 PM EnergyGauge@ USA - FlaRes2017 Section.R405.4.1 Compliant Software Page 1 of 5 FnRnn R4nF-Pn17 PROJECT Title: Lot 088 Wellington A LHG Be Bedrooms: 6 Address Type: Street Address Building Type: User Conditioned Area: 3368 Lot # 088 Owner Name: Total Stories: 2 Block/Subdivision: WP of Units: 1 Worst Case: /No PlatBook: Builder Name:. Park Square Homes Rotate Angle: 0 Street: 3938 Loon Lane Permit Office: City of Sanford e ,, Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , New/Existing: New'(From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 3368 30810 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1660 15438 Yes 2 2 1 Yes Yes Yes 2 2nd Floor 1708 15372 No 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor -_-- ---- 26 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor _--_ ---- 306 ft2 11 0.29 0 6.71 3 Slab -On -Grade Edge Insulatio 1st Floor 166.7 ft 0 1660 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- --_- 1376 ft2 0 0.29 0 0.71 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 2228 ft2 498 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1992 ft2 N' N 6/15/2018 2:52 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software i i Page 2 of 5 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac. Truss Type' 1 Under Attic (Vented) 1 st Floor 30 Blown 1992 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Walt_T_ype S acep R Val a Ft In Et -In 9xaa R Vahie-_Fraction-Absnr.- G a 1/q 1 N Exterior Frame -Wood 2nd Floor 11 47 6 9 0 427.5 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 49 8 9 5 467.7 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 40, 0 9 5 376.7 ft? 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 47 6 9 0 427.5 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 56 6 9 5 532.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 20 6 9 5 193.0 ft2 0 0 - 0.8 0 9 Garage Frame Wood 1st Floor 11 30 6 9 5 287.2ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width 1Height - Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Pro osed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation IntShade Screening 1 n 1 Metal Low-E Double Yes 0.54 0:25 N 8.0 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 2 n 2 TIM Low-E Double Yes 0.55 0.22 N 16.3 ft2 1 ft 3 in 11 ft 0 in Drapes/blinds None 3 n 2 TIM . Low-E Double Yes 0.58 0.25 N 40.0 ft2 13 ft 4 in 1 ft 0 in None None 4 n 2 TIM Low-E Double Yes 0.54 0.25 N 4.3 ft2 1 ft 3 in 11 ft 0 in Drapes/blinds None 5 e 3 TIM Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 6 e 3 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 7 e 4 Metal Low-E Double Yes 0.55 0.22 N 65.4 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 8 e 4 Metal Low-E Double Yes 0.55 0.22 N 32.7 ft2 6 ft 8 in ` 1 ft 0 in Drapes/blinds None 9 s 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 3 in 0 ft 8 in' Drapes/blinds None 10 s 5 Metal Low-E Double Yes 0.54 0.25 N 3.0 ft2 1 ft 3 in 0 it 2 in Drapes/blinds None 11 s 6 Metal' Low-E Double Yes 0.55 0.22 N 16.3 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 12 s 6 Metal Low-E Double Yes 0.55 0.22 N 15.9'ft2 1 ft 3 in 11 ft 0 in Drapes/blinds None 13 w 7 Metal Low-E Double Yes 0.55 0.22 N 6.0 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None 14 w' 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 3 in 0 ft 8 in Drapes/blinds None 15 w 7 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 3 in 0 ft 6 in Drapes/blinds None. 16 w 7 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 3 in 2 ft 2 in Drapes/blinds None 17 w 8 Metal Low-E Double Yes 0.55 0.22 N 16.3 ft2 1 ft 3 in. 0 ft 7 in Drapes/blinds None 18 w 8 Metal Low-E Double Yes 0.55 0.22 N 16.3 ft2 6 ft 0 in 2 ft 2 in Drapes/blinds None 19 W 8 Metal Low-E Double Yes 0.54 0.25 N 9.3 ft2 10 ft 0 in 1 ft 0 in Drapes/blinds None 6/ 15/20.18 2:52 PM EnergyGaugeg USA - FlaRes2017 Section R405.4.1 Compliant Software FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 430 ft2 430 ft2 54 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 3594.5 197.33 371.11 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 55 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/_ Split SEER: 15 57 kBtu/hr 1710 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 673.6 ft 2nd Floor 168.4 ft Prop. Leak Free 2nd Floor --- cfm 101.0 cfm 0.03 0.50 1 1 6/15/2018 2:52 PM 3 EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4of5 F(1RM Ra0F_9017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar A r May jXjj Jun Jul Auge j Oct Nov Dec HeatinJan f X} Feb f X Mar Apr IM ay Jun Jul . Aul xlSep [ Oct XNov Dec lX} VentinI ]] Jan Feb lX Mar l A r [ l Ma jj Jun Jul t AugI Se [X] Oct lX Nov tX 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 6/15/ 2018 2:52 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 i I Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 3938 Loon Lane Permit Number: Sanford , FL , 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)(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. 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 leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 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. 6/15/2018 2:52 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia a Page 1 of 5 r 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-ratedand labeled as having an air leakage rate not more than 2.0 cfm'(0.944 L/s) when tested in accordance with`ASTM E283 at a,1..57psf (75'Pa) pressure"differential. Alfrecesse'd luminaires shall be sealed,mith 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, filter 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 andshallbe 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 definedin Section 553.993(5) or 7), Florida Statutes, or individuals licensed as forth irn Section 489.1'05(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: Airlhandlers'shall have a manufacturer's designation for an airieakage 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: 1, 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 manufacturers 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 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 maintenanceusystems (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. 6/15/2018 2:52 PM EnergyGauge® USA - FlaRes2017` -.FBC 6th Edition (2017) Complian Page 2 of,5 i 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 1/2 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°F to 140°F (38°C to 60DC). 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 ASH RAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 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. 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 L/min. a. When tested in accordance with HVI Standard 916 6/15/2018 2:52 PM EnergyGauge® USA FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 n _ ._ -..j 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;,avaiIable 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. R403.7A.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 (1"0°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. 6/15/2018 2:52 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 (MandatorPhe 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. i 6/15/2018 2:52 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 I FORM R405-2017 N RY PERFORMANCE LEVEL EPL) DISPLAY. CAR® ESTIMATED ENERGY PERFORMANCE INDEX* 96 The lower the EnergyPerformance Index, the more efficient -the home. 3938 Loon Lane, Sanford; FL, 1. New construction or existing New (Frorrf Plans) 9. Wall Types Insulation Area 2. Single family or multiple family, Single-family a. Frame -,Wood, Exterior R=11.0 1575.00 ft2 b. Concrete Block - Int Insul, Exterior R=4:1 1569.40 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 287.21 ft2 4. Number of Bedrooms' 6 dt N/A R= ft2. 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R-30.0 1992.00 ft2 6. Conditioned floor area-(ft2) - 3368 b. N/A R= ft2.: 7. Windows" Description Area c. N/A R= ftz a: U Factor: Dbl, U=0.55 275.31 ft2 11. Ducts a. Sup: Attic, Ret:•2nd Floor, AH: 2nd Floor R ftz 6 673.6 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 40.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U Factor: Dbl, U=0.54, 36.66,ft2, a. Central Unit 57.0 SEER:15.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13: Heating systems kBtu/hr Efficiency SHGC:,. a. Electric Heat Pump 55.0 HSPF:9.00 Area Weighted Average Overhang Depth: 3.579 ft.. Area Weighted Average SHGC: 0.227 8. Floor Types,. Insulation Area 14. Hot water systems Cap: 50 gallonsEF: a. Slab -On -Grade Edge Insulation R=0.0 1660.00 ft2a. Electric 0.9 b. Floor Over Other Space R=0.0 1376.00 ft2 c. other (see details) b. Conservation features R= 332.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building114E s Construction through the above energy saving features which will be installed (or exceeded) V0 in this home before final inspection. Otherwse,.a new EPL Display Card will be completed,' based on, installed Code compliant features. UJ Builder Signature: Date: It kj Address of New Home: -City/FL Zip: 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@ene'rgygauge.com or see the EnergyGauge web site at energygauge;com for information and a list of certified Raters. For information aboutthe,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/ 15/2018 2:52 PM EnergyGauge@ USA - FlaRes2017 -Section R405:4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 088 Wellington A LHG Bed6, Ext Cafe - W Builder Name: Park Square Homes Street: 3938 Loon Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL , 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. The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffitCeiling/attic 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 corners 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 cavities shall be filled by insulation that on Narrow cavities 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 Pytpnri behind pop'na 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 soronkler cover plates and walls or ceolm nq a. in aaaivon, inspection or iog waus snau ae in accoroance wim ine proviswns of iuu-'+uu. 6/15/2018 2:52 PM EnergyGauge@ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 wrights®ft® Project Summary Job: i F Wellington ALHG Bed6, E... 7 Entire House Date: By: 03/01{2018 MC/AT/BP/MC/LF e One Stop Cooling and Heating F 7225 Sandscove Ct. Suite 1, Wirter Park, FL 32792 Phone: (407) 629 - .1 920 Fax: (407) 629 - 9307 Web: wVvw:OneStoi5Cooling.com Licerse: CAC032444 For: Park Square Homes I Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 F Inside db 70 OF Inside db 75 of Design TD 25 cF Design TD 18 F Daily range L Relative humidity 50 Moisture difference 45, gr/lb r Heating Summary Sensible Cooling Equipment Load Sizing Structure 24765. Btuh Structure 26379 Btuh Ducts 3784 Btuh Ducts 8407 Btuh - Central vent (O cfm) 0 Btuh Central vent (0 cfm) . 0 Btuh none) none) Humidification - 0 Btuh Blower 0 Btuh , Piping 0 Btuh Equipment load 28549 Btuh Use manufacturer's data n Rate/swin Multiplier 0.98 Infiltration Equipmen sen'sibleload 33951 Btuh t Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi tight Fireplaces 0 Structure 3453 Btuh Ducts 1904 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area.(ft2) 3412 3412 Equipment latent load 5357 Btuh Volume (ft3) 31373 31373 Air changes/hour 0.25 0.13 Equipment Total Load (Sen+Lat) 39308 Btuh Equiv. AVF (cfm) 131 68 Req. total capacity at 0.75 SHR 3.8 ton Heating E ui ment'Stammar g q p y Cooling E ui merit SummarygEquipment Make Trane_ Make Trane Trade TRANS Trade TRANS Model 4TWR606OH1 -- Cond 4TWR606OH1 AHRI ref 8858393 Coil TEM6AOC6OH51++TDR+UF/HRZ AHRI ref 8858393 Efficiency 9 HSPF Efficiency 12.5 EER,15 SEER Heating input Sensible cooling 42750 Btuh Heating output 55000 Btuh @ 47OF Latent cooling 14250 Btuh Temperature rise 0 °F Total cooling 57000 Btuh Actual airflow 0 cfm Actual airflow 1900 cfm Airflowfactor 0 cfm/Btuh Air flow factor 0.055 cfm/Btuh Static pressure 0 in H2O Static pressure 0.5Q, in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 27 °F Backup: Input = 7 kW, Output = 25223 Btuh,100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wr ghtsoft° 2018-Jur1514:46:14 e•• •• • -_ Rig ht-Sute®Unversal 2018 18.0.11 RSU23249 Page t Lot 088 WellingtonA LHG Bed6, Ext Cafe - W.np Calc = iv1J8 House faces: W wrightsoft, Right-M Worksheet Entirea HODS@ l Job: Wellington A LHG Beds, Ext C Date: 03/01 /2018 By: MC/AT/BP/MC/LF f One Stop Cooling and Heating 7225 Sandscove Ct. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.mm Licerse: CAC032444 1 Room name Entire House FAMILY 2 Exposed wall 3 Room height 341.7 ft 92 ft d 9.4 13.5 It it heaVcool 4 Room dimensions 5 Room area 3412.2 ft' 1.0 x 294.0 ft 294.0 f9 Ty Construction number U-value Btuh/ftz`l Or HTM Btuh/ftz) Area (ft') or perimeter (ft) Load Btuh) Area_ (fF) or perimeter ft) Load Btuh) I! Heat I Cool Gross N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12B-Osw 0.097 ne 2 4(i 2.83 428 41 u 1 u119 11 w u u u u 4A5 tom 0,550 ne 13.97' 21.91 15 0 209 329 0 0 0 A 13.63 22.9113A 0.143 ne 531 499 1811 1452 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 16 0 228 358 0 0 0 0 4A5-2om 0.550 ne 13.97 21.91 16 0 222 348 0 0 0 0 2B-Osw 0.097 set 2.46 2.83 360 327 805 925 0 e 0 0 I 0 AA5-2om "'' 0.550 se = 13.97' 17.87 6 6 84 107 0 0 0 0 4A5 2om 0.550 se s 13.97 19.99 15 209 300 0 0 0 0 4135 2fm 0540 se 13.71' 1621 4 6 55 0 0 0 0 4135 2(m 0.546 se 13.71 23.90 8 0 110 191 0 0 0 0 13A- 4ocs 0.143 se 3.63 2.91 193 127 460 369 0 0 0 0 4A5- 2om 0.550 se 13.97 20.00 16 8 228 327 0 0 0 0 4A5- 2om 0.550 se 13.97 13.19 16 33 228 216 0 0 0 0 4135- 2(m 0.540 se 13.71 13.46 9 19 128 126 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 24 24 238 295 0 0 0 0 1213- 0sw 0:097 sw 246' 2.83 428 420 1033 1187 0 0 0 0. 465 2fm ' 0.540 sw 13.71- 16.21' 8 12 110 130 0 0 0 0- 13A- 4ocs 0.143 sw 3.63 2.91 467 406 1475 1183 0 0 0 0 G 4A5-2ob 0.550 sw 13.97 22.38 16 0 228 366 0 0 0 0 4A5- 2obd 0.580 sw 14.73 15.67 40 80 589 627 0 0 0 0 IlG4135 2(b 0540 sw 13.71 23.90 4 0 59 104 0 0 0 0 12& Osw , . 0,091, nw 2.46 2.83 360 300 739 849 0 0 0 0 4A5 lob 0550 nw 13.97 21.91 15 0 209 329 0 0 0 0. 2om 50 nw: 13.97 21.91 1.91 45 0 628 986 0 0 I " 0 0' 1 5 0.153 nw 3.9 376 278 1009 809 127 94 342 274 4A5- 2om 0.550 nw 13.97 21.91 65 0 913 1432 0 0 0 0 G 4A5-2om 0.550 nw 13.97 21.91 33 0 456 716 33 0 456 716 12C- Osw = 0.091 2.31 1.52 287 269 621 408 0 0 0 0 D 11DO Q.390 n 9.90 1-9.311 18 18 177" 220 0 b. 0 0' C 1613-30ad 0.032 0.81 1.76 1989 1989 1616 3505 0 0 0 0 F 19A Obs !, 10.295 2.81 2.00 26 26 72 51 0 1, ,,,_ 0 q 0' F 19C-19tsm 0.049 0.43 0.311 3b6l 306 132 93 0 0 0 0 6 c) AED excursion 1199 262 Envelopeloss/ gain 21128 20828 1203 1252 12 a) Infiltration 3637 1341 147 54 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 7 1610 0 0 Appliancestolher 2600 900 Subtotal ( IInes 6to 13)` 24765 26379 1350 2206 Less external load . 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 111 76 14 Subtotal 24765 26379 1461 2282 15 Dudloads 15% 329/6 3784 8407 15% 32-/.j 223 727 Total room load 28549 34786 1684 3010 Air required ( dm) 0 1900 0 164 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. w tghtsaft 2018-Ju-1514:46:14 Right -Suite@) Uriversal 2018 18.0.11 RSU23249 Page 1 AGA gLot088 WellingtonA LHG Bed6, Ext Cafe - W.nQ Calc=NUS House faces: W r1d- wrightsoft Right-JO WorkSheet Job: Wellington aLHG Beds, Ext c D t 03/01 /2018 Entire House. a e: By: MC/AT/BP/MC/LF One Stop Cooling and Heating 7225 Sandscove Ct. Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 1 Room name LDRY FLEX 2 Exposed wall 6.0 it 31.2 it 3 Room height 9.4 It heat/000l 9.4 it heat/000l 4 Room dimensions 1.0 x 65.8 It 13.0 x 14.0 it 5 Room area 65.8 it' 182.0 ill Ty Construction U-value Or HTM Area (it) Load Area (f?) Load number Bt M-11F) BtuM2) or perimeter it) Btuh) or. perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 128-0sw 0.097 ne 2.46 2.83 0 0 0 0 0 0 0' 0, 4A5 tom 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 0.540 ne 13.71 23.37 0 Val I'll __ 13A-4o s 0.143 ne 3.63 2.91 56 56 205 164 122 122 444 356 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5 2om 0.550 ne 1397 21.91 0 0 0 0 0 0 0 12B Osw O.097 se 2.46, 2.83' 0 0 0 0 0 0 0 0 0 4A5 tom 0.550 se 13.97 17.87' 0 0 0 0 _ 0 000' 0.550 se 13.97 19.99 0 0 0 0 0 0 00' 4B5 2fm ' 0.540 se 13.71 1621 0 0 0 0 0 0 0' 0 465 2fm 0.540 se 13.71' 23.90' _ 0 7 0 0. 13A-40 s 0.143 se 3.63 2.91 0 0 0 0 132 99 359 288 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 16 4 228 327 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 16 16 228 216 4135-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 0.097 sw 2.46 2.83 0 0. 0 0 0 0 0', 0; 426-0sw 65-2fm . OI540 sw 13.71 1621 . 0 0 0 0, ` 0 0 0. 0_ 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 39 39 142 114 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 485 21b 0.540 sw- 13.71 23 90 0 0 0 0 0 0 fl 12130sw 0.097 nw 2.46 2.83 0 0 0 0 0 0 0 0 0 4A5-2ob 0.550 nw 13.97 21.91 0 0 0 0 . 0 0 0 0. 4,A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0'' 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 ti13A- 4ocs 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 D. 12C Osw 0:091 2.31= 1.52 D 0 0 0 0 11 DO Oi390 n 9.90 12.31 0 0 0 0 0 0 C 16B-30ad 0.032 0.81 1.76 0 0 0 0 63 63 51 111 F 19A Obscp 0,295 2.81 2.00.. 0 O: 0 0 0 0 0 0' F 19C 19rstp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F 99Atnm '. # ARn 2gg6 nno fiF i.6;• 1Rn n 182 31 934' iO' 6 c) AED excursion 1 23 1 1-28 Envelope lossrgain 385 141 2387 1384 12 a) Infiltration 65 24 339 125 b) Room ventilation 0 0 0 0 13 Internal gains: OocupantsQa 230 0 0 0 0 Appliances/other 5001 10 Subtotal (lines 6 to 13) 450 665 2726 1509 Less external load 0 0 0 0' Less transfer 0 0 0 0 Redistribution ill 76 343 234 14 Subtotal 561 741 3068 1743 15 Dud loads 15 % 32°/ 86 236 15 % 329/6 469 555 Total room load 7 646 977 3537 2298 Air required (cm) 0 53 0 126 Calculations approved byACCA-to meet all requirements of Manual J 8th Ed. wrigt tsot`t' 2018-Jun-15 14.46:14 A&k Right-Suile®Uriversal201818.0.11 RSU23249 Page Lot 088WellingtonALHGBed6,ExtCafe -W.np Calc=MJ8 House faces: W I wrightsoft` Right-M Worksheet DaJobte: Wellington ALHG Bens, EXt c Entire House Date: MC/A /BP/ I i By: MC/AT/BP/MC/LF , One Stop Cooling and Heating j I 7225 Sandscove Ct. Sute 1, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGooling.com License: CAC032444 i 1 Room name PAN BED2 2 3 Exposed wall Room height 0 ft 9.4 ft heat/cool 37.0 ft 9.4 ft heat/cool 4 5 Room dimensions Room area 5.0 x 4.5 ft 22.5 ft2 1.0 x 218.3 ft 218.3 ft' Ty Construction number U-value Btuh/ft2-IF) Or HTM Btuh4t2) Area (ft2) or perimeter" (ft) Load Btuh) Area (ft) or perimeter (ft) Load Bluh). Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat I Cool 6 12B Osw 0.097 ' ne: 2.46 2.83 0 0 0 0 0 0 u u Oi550 ne : 13.97 21.91' 0 0 0 0 D 0 0 0' 4A5-tom GG 4B5 2fm , 0:540 ne 13.71' 23.37 0 0 0 0 0 0 0 0 13A-4ocs 0.143 ne 3.63 2.91 0 0 0 0 61 61 222 178 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5 tom 0.550 ne... 13.97 21.91 0 0 0 0 0 0 0 0 12B-Osw,.., 0.007 se'% 2.46' 2.83 0 0 0 0 0 0 0 0. 4A5 tom" , 0.550 " se 13.97r 17.87 0 0 0 0 0 0 0 0' 4A5-2om ''" Q550 se 13.97 19.99 0. 0 0 0 0 0; 0 0' 4f35-2fm 0.540 se 13.71 1621 0 0 0 0 0 0 0 0'. 4135-2fm 0.540 se 13.7E 23.90 0 0 0 0 0 0 0 0' 13A-4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 485-2fm 0,540 se 13.71 13A6 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0. Vtl 126 OsN 0.097 sw 2.46' . 2.83 0 0 0 0 0 0 0 4135-2fm 0.540 sw 13.7t 16.21. 0 0 0 0 0 0 0 0'. 13A 4ocs 0.143 sw 3.63 2.91 0 0 0 0 160 160 580 465 G 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 IL_G 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 4135 2Ib 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 12B-0sw 0:097 nw 2.46' 2.83 0 0 0 0 0 0 0"0 4A5' lob 0.550 nw _ 13.9T 21.91 0 0 0 0 0 0 0 0_ 4A5-tom 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0! j 13A 4ocs 0.143 nw 3.63 2.41 0 0 0 0 127 94 M2 274 G 4A5 tom 0.550 nw 13.97 21.91 0 0 0 0 33 0 456 716 I--( 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 0091 2.31 1.52 0 0 0 0 0 0 0 012C-Osv D 71 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.81 1.76 0 0 0 0 88 88 71 155 F 19A-Obscp „ 0.295 2.81I' 2.00 0 0 0 0 0 0; 0 0 F 19C 19csoa 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F 22A m1p 1.180 29.96 0. 00 b _23 0 d 0 0!' 218 37 1109 0'. 6 c) AED excursion 0 204 Ewelope loss/gain 0 0 2781 1993 12 a) Infiltration 0 0 403 148 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Applianoesiother 0 0 Subtotal (lines 6to 13) 0 0 3183 2371 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 221 151 0 0 14 Subtotal 221 151 3183 2371 15 Duct loads 1 15 % 32% 34 48 15%1 320/ 486 756 Total room load 255 200 3670 3127 Air required (dm) 0 111 0 171 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrlgt?ltsoft^ 2018-Jur0514:46:14 AC P. Rigli-SuleOUdversal201818.0.11 RSU23249 Page Lot 088 WellingtonA LHG Bed6, Ext Cafe - W.r p Calc = W8 House faces: W AL rF - wrightsoft' Right-M Worksheet Job: Wellington ALHG Bed6, eXc c Bate:03/01/2018EntireHouse MC/AT/BP/ k By: C/ABP/MC/LF One Stop Cooling and Heating 7225 Sandscove Ct. Suite 1, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CA0032444 1 Room name BTH2 STR1 2 Exposed wall 5.5 ft 0 ft 3 Room height 9.4 It heat)cool 9.4 ft heat/cool 4 Room dimensions 5.5 x 9.0 ft 8.0 x 9.5 It 5 Room area 49.5 fF 76.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (fF) Load number Btuh/ft2-fl Btiuh/ft2) or perimeter ft) Btuh) or perimeter (ft) l3tuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126 Osw 0.097 ne 2A6 2.83 0 0 0 0 0 0 0 0 G 4A5-tom. ' 0.550 ne 13.9T 21.91: 0 0 0 A " 0 0 0 0 G 4135-2fm 0.540 ne nwd3.71 23.37 0 0 0 0 . 0 0 0 0'' 13A-4ocs 0.143 ne 3.63 2.91 0 0 6 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 T26 Osw 0..097 a 2.46 2.83 0 0 0 0 0 4A5 2om 0.550 se 13.97 17.87 0 0 3 " 0 0 ; 0 0 0 01 4A5-2om 4652fm 0550 se 13.97: 19.99 O 0 0 0 0 pt 0540 se: 13.71'' 1621' 0 0_> 0 0 0 0 0=0_ 4f35-2fm 0.540 se 13.71 23.90 0 0 0 0 0 0 0 0 13A-40cs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 sw 2.46 2.83 - 0 0 0 0 0 0 0 0. 485-2(m 0" 097 540 -sN 13.71 1621 0 0 0 0 0 1 0 0, 0 13A-4ocs 0.143 sw 3.63 2.91 52 47 172 138 0 0 0 0 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 465-21b 0.540 sw 13.71 23.90 4 0 59 104 0 0 0 0 j 128 Osw U. 097 `nw 2.46 2 83 0 0 0 0" 0 0 0 0 4A5 2ob 0550 rnv 13.97 21.91 s p 0 0 0 0 0 0; 0 4A5-2om i 0 550 ; nvi 13.9T 21.91 0 i . 0 0 0 0 6 0 0': 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 0.091 2.31 1.52 '" 0 0 0 0 0" 0 0 012C-0sro D 11 DO::`.:. 0;390 " n _ 9,90 12.31 = 0 0 0 0 0 0 0 C 16B-36ad 0.032 0.81 1.76 0 0 0 0 0 0 0 0 F 19A Obs 0295 2.81; 2.00 0 0 0 0 0 0' 0'. F 19C 19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F" , , 22A 1pm 1180 29.96'. 0.00 s 50 6 165 0 76 0 0' 0' 6 c) AED excursion 25 0 Envelope loss/gain 396 266 0 0 12 a) Infiltration 60 22 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoes/other 0 0 Subtotal (lines 6 to 13) 456 288 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 456 288 0 0 15 Dud loads 15%1 329/ 70 92 15 % 32% 0 0 Total room load 526 380 0 0 Air required (cfm) 0 21 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. t wrightsoft 2018-ArO514:46:14 Right-SuleOUniversal201818.0.11 RSU23249 Page Lot 088 Welli gtonA LHG Bed6, Ext Cafe - W.rup Calc= W8 House faces: W i wrightsoft` Right-JO Worksheet yob: went/2018 GBeas, EXtc i Entire House Date: 03/01/2018 By: MC/AT/BP/MC/LF One Stop Cooling and Heating i 7225 Sandscove Cl. Suite 1, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name BED4 GAME 2 Exposed wall 28.0 ft 14.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heaticool 4 Room dimensions 15.0 x 13.0 ft 18.0 x 14.5 ft 5 Room area 195.0 ft2 261.0 IF Ty Construction U-value Or HTM Area (ftz) Load Area (ttz) Load number BtuM2-`F) Btuh/ft2) or perimeter ft) B1uh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Ut% 12&6sw 0097 ne 2.46 2.83 135 135 333 382 0 0 0 0. 05- 26m 0550 ne 13.57 721.91 0 0 0 0 0 0: 0 0. 465 2fm 0.540 ne,.. 13.71. 23.37 0 0 0 0 0"' 0 0 0 13A- 4ocs 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 t C 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0. 097 se 2.46 2.83 0 0 0 0 0 0 0 0 4A5 2om .), 0.550 se 13.97, 1787 0 0 0 0 0 0 0 4A5 2om 0.550 se 13.9Z 19.99 0 0 0 0 0 0 0 0'. 4B5- 2fm s 0.540 se 13.71 1621 0 0 0 0 0 0 s 0 0' 465- 2fm . ' . 0.540 se'_: 13.71' 23.90 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5- 2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5- 2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 465- 2tm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0. 0 0 0- 0 0 0 0 p 00:. 4B5Pfm0.5 40 sew 13718 1623 0 0 0 0 0 o' 13A- 4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 4A5- 2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5- 2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 4B5 21b 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 12B Osw = 0.097 nw 2.46_ 2.83 117 102 251 289 131 101 248 284 4A5- 26b 0,550 nw. 1327 21.91 15 0 209 329 0 0, 0 0 4A5= 26rn 0.550 nw 13.97 21.91' 0 0 0 0 30 0 419 657 j 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 F- G 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 12C' Osw 0.091 2.31' 1,52 0 0 0 0 0 0 0 0: D 11DO" 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0' C 16B-30ad 0.032 0.81 1.76 195 195 158 344 261 261 212 460 F 19A Obs 0.295 2.81i 2.00 0 0 0 0 0 0 0 0 F 19C-19c9cp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F 22A 1pm 1.180 29.9 6 0.00 ' 0 0 0 0 0 0 0 0" 6 c) AED excursion 72 207 Envelope losstgain 952 1414 879 1608 12 a) Infiltration 292 108 151 56 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1243 1752 1030 1664 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 12 25 48 101 14 Subtotal 1255 1777 1078 1765 15 Dud loads 15 % 32 % 192 566 15 % 329/. 165 563 Total room load 1447 2343 1243 2328 Air required ( dm) 0 1281 0 127 i Calculations approved byACCAto meet all requirements of Manual J 8th Ed. w igl tsoft^ 2018-An-1514:46:14 ! Riglt-Sute® Universal 2018g 18.0.11RSU23249Page `A Lot 088WellingtonALHGBed6, Ext Cate - W.np Calc = tvU8 Horse faces: W I I I l wrightsofty Right-JOWOrkSheet Job: weuingtonAlHGBeds,Extc Entire HOUSe Date: 03/01/2018 By: MC/AT/BP/MC/LF One Stop Cooling and Heating ' 7225 Sandscove CL Sute 1, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 . Web: wwwoneSlopCoolirg.com License: CAC032444 1 Room name BED5 WIC4 2 Exposed yell 27.5 It 5.5 ft 3 Room height 9.0 ft heat/cool 9.0 It heaUcuol 4 Room dimensions 15.0 x 12.5 ft 5.5 x 6.5 ft 5 Room area 187.5 ft' 35.8 fF Ty Construction U-value or HTM Area (ftz) Load Area (ft) Load number Btuh/ft2-`F) Btuh/ft2) or ,perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 1213-0sw 0.097 ne 2:46 2.83 0 0 0 0 50 50 122 140 0.550 ne 13.97 21.91 - 0 0 0 0 0 0 00 G 4A5-tom B5 2rm 0540 ne 13.71 23.37 0 0 0 0 0 0 0 0, 13A-4ors 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 zB osw O;os7 se 2.4s z.83 o 0 0 0 0 0 0 0 4`A5 2om - 0!.550 se - s , 13.97 17.87 0 0 0 0 0 0 0 0 00 550 se 13.97 19.99 0 0 0 0 0 0 0 0' 540 se 13.71 1621- 0 0 0 0 0 0 0' 0' 4135-2fm 0!540 se:.: 13.77 23.90 0 0 0 0 " 0 0 0' 0. 13A-4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 Vfl 12&0sw 0097 ; sw 2.46 2.83 - 135 135 333 0 0' 0'; G 4B5-21m .± _ 0.540 . sw, 13:71 1621 : 0 0 0 0 0 0s00 13A-4o 0.143 sw3.63 2.91 0 0 0 0 0 000 GJ 4A5-lob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 G 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 4B5-2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 246 1 3 98 240 276 >. 0 0.. o;- 0 0 0 0 0 0= 0 0 0' t G 4A5 2om O'550 nw... 13.97 221.91 5 0 209 , .. 329 . 0 s 0 0 0. j 13A-4as 0.143 nw 3.63 2.91 0 0 0 0' 0 0 0 0 G 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 L-G 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 120'Osw 0.091 2.31 1.52 0 0 0 0 6 6 0 0 DO.... 0.390 n :: 9.90, 12.3L . 0 0 0 0 ; 0 0 bC16B-30ad 0.032 0.81 1.76 188 188 152 330 36 36 29 63 F -. 19A-Obscp ii 0295 ,., 2.8T 2.00 s. 0- 0 0 0 0... 0.: 0 0. F 19C 19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F .':: 22A 1pm 1180 _ 29.96 0.00':, 0.:.-p 0 s.r.- 0 , 0 111 0 0 0', 6 c) AED excursion 72 8 Envelope lossrgain 935 1389 151 195 12 a) Infiltration 286 106 57 21 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 1 230 0 0 Applianceslother 0 0 Subtotal (lines 6 to 13) 1221 1725 208 217 Less exlernalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 77 91 14 Subtotal 1221 1725 285 307 15 Dud loads 15 % 321% 187 550 15%1 321% 44 98 Total room load 1408 2275 329 405 Air required (cfm) 0 124 0 22 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w ri9h tsoft' 2018-Jurr15 14.46:14 AG P. Right-Suile®Uriversal2018180.11 RSU23249 Page Lot 088 W ellingtonA LHG Bed6, Ext Cate - Krup Calc = MJ8 House faces: W i -- wrightsoft` Right-JO Worksheet Job: Wellington ALHG Bed6, Ext C i Entire Douse Date: 03/01/2018 ifBy: MC/AT/BP/MC/LF One Stop Cooling and Heating s 7225 Sardscove Cl. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.cornLicense: CAC032444 i 1 Room name LIN 2 Exposed wall 0 It 3.5 It 3 Room height 9.0 ft heaV000l 9.0 ft heat/000l 4 Room dimensions 5.0 x 6.5 it 3.5 x 6.5 ft 5 Room area 32.5 ft? 22.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BUM2-`) 8tuhRt2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 UN`' 12BOsiv 0.097 ne 2.46 2.83 0 0 0 0 32 32 78 89 4A5 2om 0.550 ne 13.97 21.91 0 0 0. 0 0 0 0 0 I-GG 4135 2fm 0.540 ne :- 13.7t, 23.37 0 0 0 0 0 0 0 0: 13A-4ots 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 G 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 II_(( 4A5 2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 12B-Oswv 0.097 se 2.46 2.83 0' 0 0 0 0 0 b 0 4A5 2om ; 0.550 se ! 13.97' 17.87 0 0 0 0 0 0 0 0 4A5-2om 0.550 be 13.97 19.99 A 0 0 0 0 0 0 0 465-2fm - 0.540 se , z 13.71 1621' 0 0 0 0 0 4B52fm 0.540 se'' 13.71'' 23.90 0 0 0 0 0 0 A 0 13A-4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0, 0 0 12B Osw 0.097 sw 2.46 2.83 0 00 0 0 0 0 0. 465-2fm 0.540 sw 13.7f- 1621. 0 0 I 0I 0 0' 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 G 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0Lam_ GG 4B5-2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 VU128-0sw 007 nw, 2.46 2.83 0 0- 0, 0 0 0 0 0 4A5-2ob 0550 nw 13.97 21.9T0 0' 0 0 0 0 0 0 4A5-2om d650 rivu 13.97 21.91'. 0 0 0 0 0 00 0 1 3A-4ocs 0.143 nw 3.63 2.91 6 0 0 0 0 0 6 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5 2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 11 12C-0sw 0.091 2.31' 1152 0 0 0 0 0 0 0 0. D 11D0 0.390 n 9.90 12.3] 0 0 0 0 0 0 0 0' C 168-30ad 0.032 0.81 1.76 33 33 26 57 23 23 18 40 F 19A-Obsg1= 0295 2.81 2.00 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F 22A-Vm 1180 29.96 0.00 0 0 0 0 0 0 0 0: 6 c) AED excursion 2 5 Envelope lossigain 26 55 96 124 12 a) Infiltration 0 0 36 13 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Applianoesiother 0 0 Subtotal (lines 6 to 13) 26 551 133 138 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 26 55 133 138 14 Subtotal 0 0 0 0 15 Dud loads 15 % 32% 0 0 15 % 32%1 0 0 Total room load 0 0 0 0 Air required (cfm) 0 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. w rightsolFt" 2018-Jun-1514:46:14 Right-Sug te@Uriversal201818.0.11 RSU23249 Page AC` A Lot 088 WellingtonA LHG Bed6, ExiCafe - W.rcQ Calc = MJ8 Horse faces: W t i i wrightsoft'- Right-JO Worksheet Job: WellingtonALHGBed6,ExtC Entire House Date: 03/0/01/2/2018 By: MC/AT/BP/MC/LF One Stop Cooling and Heating 7225 Sandsoove Ct. Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirij.com License: CAC032444 1 Room name T013 BTH3 2 Exposed wall 6.0 It 0 It 3 Room height 9.0 ft heat/cool 9.0 ft heat/000l 4 Room dimensions 1.0 x 45B It 6.0 x 6.0 It 5 Room area 45B ftz 36.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load number Blu02-`o Btuh/ftz) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W, 12B Osw 0.097 ne 2.46' 2.83 54 51 126 144 0 0 0 0 4A5-2om 0!.550 ne 13.97 21.91' 0 0 0 0 0 0. 0 0 4B5-2fm 0!.540 ne 13.71' 23.3Z 3 0 41 70 0 0 0 0 UtJ 13A-4os 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0. 0 0 0II-CG 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 12B-0sw O(097 se ? 2.46 2.83 0 0 0 0 0 0 0 0'. 4A5 2om O'.550 se. 13.97 17.87 0• 0 0 0 0 0 0 0 4A5-2om 0550 se'r 13.97-- 19.99 0 0, 0 0 0 0 0{0 4B5-2fm 0540 se 13 71 1621' 0; 0 0 0 0 0 0 0 465-2fm 0..540 se . 13.71' 23:90 ... 0 0 0 0 0 0 13A-4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4B5-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 128-Osw O097 sw> 246 2B3 0 0 0 0 0 0.,- 0 O' G 9$5.2fm 0.540 sw 13.71- 1621' 0 0 0= 0 b 0- 0 A' 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 G 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 l_GG 4B5-2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 1213-0sw 0097 rrvv 2.46 2.83 0 0 0 0 0 0 4A6-2ob 0.550 nw- 13.97 21.91 0 0 0' 0 0 0 s 0 0, 4A5-2om 0.55D nw; 13.97 21.91', 0 0 0 0 . 0 0 0' Y3A-flocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 I C I"168-30ad 1 0.0321 - 1 0.811 1.761 461 461 371 81 6 c) AED excursion 11 2 Envelope loss/gain 204 284 29 61 12 a) Infiltration 63 23 0 0 b) Room ventilation 0 0 6 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6to 13) 266 307 29 61 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 67 71 33 69 14 Subtotal 334 379 62 131 15 Dud loads 1 15% 32%1 51 121 15 % 32-/.l lul 42 Total room load 385 500 72 172 Air required (dm) 0 27 0 9 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. w rlgl tso/`t " 201 B-JurF l 514:46:14 Right-Sule®Uriversa1201818.0.11 RSU23249 Page Lot 088WellingtonALHGBed6,ExtCafe -W.rup Calc=NU8 House faces: W wrightsoft' Right-JO Worksheet Job: Wellington A LHG Bed6, Ext C Entire House Cate: 03/01/2018 By: MC/AT/BP/MC/LF One Stop Cooling and Heating 7225 Sandscove Ct. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 1 Room name WIC3 BED3 2 Exposed wall 12.0 It 21.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heaVeool 4 Room dimensions 5.0 x 7.0 ft 13.0 x 13.0 ft 5 Room area 35.0 ft2 169.0 fF Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz-`F) BtuM2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 45 127 72 57 1616 - 0;550 he:: 13.97 21.91' A 0 0 0 15 209 3294A5-tom 4B5 2fm 0..540 ne 13.71: 23.37 0 0 0 0 0 0 0 0 13A-4ocs 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0_ 0, 0 1213 Osw 0,097 se 2A6 2.83 63 57 140 161 117 7113 278 320 4A5=26m O',550 , se '. " " 13.97' 17.87 6 3 84 107 ti 0 0 0 0 4A5'2om 0550 se 13.97, 19.99 0 0 0 0 0 0 0 0'. 4B5 2fm 0:540 se 13.711 1621 0 0 0 0 4 3 55 6.5 465-2fri1 0:540 se 13.71 23.90 0 0.".,._ 0 0 0 0 0 0. 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 01913A- 4ocs 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 A '" 12&Osw 0097 sw 2.46' 2.83, " 0 0 0 0 0 0- 0 0. I-- G 4135-2fm 0.540 sw 13.71- 1621 0 0 0 0 0 0 Q O 13A 4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 G 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0ll-_ GG 465 21b 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 12B Osw 0,097 nw = 2.46 2.83 0 0 0 0 0 0 0 0 4A52ob 0,550 nw. 13.97 21.91 0 0 0 0 0 0 0 0 L -G 4A5"-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0" 0 0'. 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5 2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 2C,0sw 0.0912.31 1.52 0 0 0 0 0"0 0: 0'. D flbd 0.3W n ` ',' 9.90 12.31 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.81 1.76 35 35 28 62 169 169 137 298 F 19Q-Obsgi 0295 2.81 2.00 0 0 0 22 61 93' F 19C-19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F "". 22A-tpm 1'.180 ' 29.96' 0.00 0 0 0: 0 0 0. 0 0'. 61 c) AED excursion 8 51 Envelope loss/gain 363 465 881 1164 12 a) Infiltration 125 46 219 81 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliancescother 0 0 Subtotal (lines 6 to 13) 488 511 1100 1475 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 18 37 14 Subtotal 488 511 1117 1511 15 Dud loads 15 % 32% 75 163 15 % 32% 1711 482 Total room load 563 674 1288 1993 Air required (cfm) 0 37 0 109 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed r wrightsoft"' 2018-Jurr1514:46:14 1 Right-SUte®Uriversa1201818.0.11 RSU23249 Page9 Lot 088 WellirgtonA LHG Bed6, Ext Cafe - W.rcp Calc = NU8 House faces: W Well ngton wrightsoft`- Right-JO Worksheet Job: 03/01/2018 LHG Beds, rtc Entire Mouse Bate: MC/ //BP/ By: MC/AT/BP/MC/LF t One Stop Cooling and Heating 7225 Sanjscove Ct. Srite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License: CAC032444 1 Room name NEED MWIC 2 Exposed wall 44.0 It 0 It 3 Room height 9.0 It heat/cool 9.0 If heat/000l 4 Room dimensions 1.0 x 325.3 It 1.0 x 96.3 It 5 Room area 325.3 ftz 96.3 ft' Ty Construction U-value Or HTM Area (ft2) . Load Area (ftz) Load number BtuM2-`n BtuMt2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 64f35 2.83 4 4 10 Op4A5-2fm 3.97 00:540 ne 1613 23.37 ,.. 1150 Val 13A-4ocs 0.143 ne 3.63 2.91 0 0 6 0 0 0 0 0 11 G 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 I 4A5 2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 j26-Osw 0.097 se 2.46 2.83 18b a57 387 444 0 0'0 4A5 2om 0550 se 13.97 17.87 : 0 0 0 0 0 0 0 0_ 4A5 2om .: 0.550 se 13.97 19.99 15 4 209 300 0 0 0 0 0 0 0 0 0 0 0 o 4B5 2(m 0.540 se;'. 13.71 23.90 8 0 110..-,....' 191 0 0 0 0'. 13A-40cs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 13.71 13A6 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 1213-0sw 0 097 sW 2.46 2.83 : 176 176 432 496 0 0 0 0' 4@5-2fm _ 0 FAO13.71 1621,.: 0 0 0 0 0 0 p 0' 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 G 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 l_GG 4B5 2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 1213Osw i,, 0,097 nw 2.46 2.83 0 0 0 0 0 0 0 0 4A5- 2ob 0.550 nw 13.97 0 2 13.63 64 G O O O: 0 liliRillll0. 143 nw 91 0 0 0 O jj- L14A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5 2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 D 1 2C-0sw 0.091 2.31 1.52 b 0 0 0 0 0 0 A 11Dp 0,390 n 9.90 OB1 12. 31 , 2 0 "`" 0 0' q 0 C 16B-30ad 0.032 1.76 32 5325 264 573 6 9696 678 170 F 19A4 0295 2.$1, 2.00 4 4 11 8 0 0 0 F 19C 19cscp 0.049 0.43 0.31 290 290 125 89 16 16 7 5 F 22A1pm 1180 29.96 0.00 0 0 0 0 0! 0 0' A 6 c) AED excursion 84 6 Envelope loss/gain 1638 2300 85 169 12 a) Infiltration 458 169 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants 230 2 460 0 0 Applianoes/ other 0 0 Subtotal ( lines 6 to 13) 2097 2929 85 169 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 15 31 32 68 14 Subtotal 2112 2960 117 237 15 Duct loads 15 % 32% 323 943 15 % 32 % 18 75 Total room load 2434 3903 135 312 Air required (dm) 0 213 0 17 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. a wrlghtsoTt" 2018-Jul-1514:46:14 Rig li-Srite®Universal 201818.0.11 RSU23249 Page 10 Lot088 WellugtonA LHG Bed6, Ex[Cafe- W.rrp Calc= W8 House faces: W g 3 r- wrightsoft' Right-JO Worksheet yob: Wellington ALHG Bed6, Ext c Entire House date: oarov2oia By: MC/AT/BP/MC/LF One Stop Cooling and Heating 7225 Sandsoove CL Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: w.weOneSloloCooling.00m License: CAC032444 1 Room name MTOI METH 2 Exposed wall 0 ft 13.0 ft 3 Room height 9.0 It heaV000l 9.0 ft heaV000l 4 Room dimensions 6.5 x 3.0 ft 1.0 x 102.8 It 5 Room area 19.5 fF 102.8 ft2 Ty Construction U-value Or HTM Area OF) Load Area (fie) Load number Btuh/ft- fl Bluh/ tz) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126 Osw " - " " " 0.097 ne 2.46 2.83 0 0 b 0 0 0 0 0 G 4_ A5 2om 0_.560 ne - 13.97 21.91 0 0 0 0 0 0 0 0. 4B5-2fm 5400 ne I 13.71. 23.37 0 0 0 0 0 0 0 0 13A-4ocs 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 11 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 126-0sw - 0:097 se 2.46 ZM ' 0 0 0 0 i 0 0 0 0' 4A5-26m "! 0.550 se.. 13.97 17.87 0 0 0 0 0 0 0 0 4A5-2om 0.550 se . 13.97 19.99 0 0 0 0 0 0 0 0 4135 2fm 0 540 se 13.71 16.21 0 0 0 0 0 0 0 0 485-2fm - 0.540 se 13.71 23.90 0 0 0 0 0 0; 0 0 13A-4ocs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4B5-2fm 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 0 0 0 0 121B-0sw : 0.097 6N 2.46 2.83 ' 0 0 0 0 117 109 I 268 308 t--G 4B5-2fm = 0.540 sw 13.7.1 1621 0 0 0 0 8 s 1io i30 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 4135-21b 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 126 Osw 0.097 nw 2.46 2.83 0 0 0 0_': 0 0 0 0 4A526b r 0.550 t 13.97 21.91I 0 0 0 0 0 0 0 0 4A5 tom 0.550 nw' 13.97 "" 21.91' 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 12C;Osw 0.091 2.31i 1.52 0 0 0 0 0 0 0, 0 D11 DO 0.390 n "' 9.90 12.3.1: 0 0 0 0 0 0 0' C 16B 30ad 0.032 0.81 1.76 20 20 16 34 103 103 83 181 F "J 9A-Obs p 0295 2.81'' 2.00 0 I 0 0 0 0 0. 0 0 F 19C-19csm 0.049 0.43 0.31 0 0 0 0 0 0 0 0 6 c) AED excursion 1 58 Envelope loss/gain 16 33 462 677 12 a) Infiltration 0 0 135 50 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Applianoesrother 0 0 Subtotal (lines 6 to 13) 16 33 597 727 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 11 23 0 0 14 Subtotal 27 56 597 727 15 Dud loads 15%1 329/6 4 181 15%1 329/6 911 232 Total room load 31 74 1 688 959 Air required (dm) 0 4 0 52 9 j Calculations approved byACCAto meet all requirements of Manual J 8th Ed. f w ighlsoft^ _ 2018-Jun-1 5 14:46:14 AC`A """'-"'"""'"""" ...."'" Be` Right-SuteOUniversal201818.0.11 RSU23249 Page 11 LHG 6, Ext Cale - W.rrp Calc= tvUe Horse faces: WLot088WellingtonA E r.- rF wrightsoft° Right-J®Worksheet Date: w/01/2onALHGBeds,Extc ! i Entire House Hate: osrov2o1s I By: MC/AT/BP/MC/LF One Stop Cooling and Heating i 4 7225 Sardscove Ct. Srite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 e Y 1 Room name Krr FOYER 2 Exposed wall 18.0 ft 6.5 ft 3 Room height 9.4 ft heat/000l 9.4 ft heat/000l 4 Room dimensions 1.0 x 229.3 ft 1.0 x 108.2 ft 5 Room area 229.3 ft2 108.2 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-`F) Btu"2) or perimeter ft) Btuh) or perimeter ft) Btuh) Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ne000 0 0 04'A5 tom1 0, 540 jaCool2im0: 7 ne 23.37 0 0 0 0 9 0 004 13A-4ocs 0.143 ne 2.91 169 169 614 493 0 0 0 0 11 F -G 4A5-2om 0.550 ne 21.91 0 0 0 0 0 0 0 0 I(; 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 12B-Osw 0097 se . ' ... 2.46' 2.83 0 0 i." . 0 0 0 0 0 0' 4A5 2om - 0;550 , se "';. 13.97 17.61 ! O 0 0 0 0 0 0 0 4A5 2om 0.550 se : ! 13.97 19.99 " 0 0 0 0 0 0 0 O'. 4B5-2fm Q:540 se ! 13.71 16.21 0 0 0 0 0 0 0' 0 485-2fm 01540.,se.::.'...:.:13.71 23.90' IO 0 0 0 0 0 0 0 13A-40cs 0.143 - se 3.63 2.91 0 0 0 0 61 28 101 81 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4I35-2fm 0.540 . se 13.71 13.46 0 0 0 0 9 9 128 126 D 11 DO 0.390 se 9.90 12.31 0 0 0 0 24 24 238 295 Vf! 12&0sw 0097 sw 2.46 2.83 0 0 0 0 0 0. 0 0 G 85.2fm 0.540 sw 13.71 1621 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0_ 0 0 0 0 0 0 0 4B5-2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0 0 0 12&Osw 0.097 nw 2.46 2.83 0 0 0 0 0 0 0 0 4A6 lob 0.550 nw 13.97 21.91 b 0 0 0 0 0 0 0 4'A5-2om , 0;550 nw 13.97 21.91- 0 0 0 0 - 0 0 4: 0; W" 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 L- G 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 12C`Osw 0.091 2.31 1.52 = 0 0' 0 0 85 85 195 126 1 1DO _. . O'390 n 9.90 12.31 ........ 0 0 9 0 0 0 0 0' C 16B-30ad 0.032 0.81 1.76 0 0 0 0 0 0 0 0 F19AObsq 0 295 2.8t:' 2.00., 0 s0 0 0: 0.0 0 0, F 19C 19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F 2 gym'" ' 1180 ..... 29.96 0.00 22918 3. 539 0 . 108 i 7 195 0' 6 c) AED excursion 59 22 Envelope loss/gain 1154 433 857 608 12 a) Infiltration 196 72 7,1 26 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Applianoesrother 1200 0 Subtotal (I ines 6 to 13) 1350 1706 928 634 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 928 634 14 Subtotal 1350 1706 0 0 15 Dud loads 15 % 32% 206 544 15 % 329/ 0 0 Total room load 1556 2249 0 0 Air required (cfm) 0 123 0 0 t Calculations approved byACCAto meet all requirements of Manual J 8th Ed. t -+'w wrightsotFt'" 2018-JurF1514:46:14 Rigtt-SuiteO Universal 2018 18.0.11 RSU23249 Page 12 Lot 088 WellirgtonA LHG Bed6, Ext Cafe - W.nQ Calc= W8 Horse faces: W gwrightsoftYRi ht-M Worksheet Job: Wellington ALHG Bed6, Ext C C/A Date: 03/01/2018 Entire House By: MC/AT/BP/BP/MC/LF l One Stop Cooling and Heating 7225 Sardsoove Ct. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmStopCooling.com License: CAC032444 1 Room name BED6 STR2 2 3 Exposed wall Room height 16.5 If 9.4 It heat/000l 9.0 1t 0 It heat/000l 4 5 Room dimensions Room area 16.5 x 13.0 214.5 1`12 It 1.0 x 68.0 ft 68.0 ft2 Ty Construction number U-value Btuh/ft-In Or HTM Btuh/P) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 .U)/ -Osw 4A54A5-2om 4B5-2fm 13A-flocs 11 4A5-tom 4A5-2om 0.143I ne I 3.63I 2.91I 0 0.550 ne 13.97 21.91 0 13A-40cs 0.143 se 3.63 2.91 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 4135-2(m 0.540 se 13.71 13.46 0 0 0 11 DO 0.390 se 9.90 12.31 0 0 0 12B 0sw 0..097 sw,: 2.46 283 0 0 0 4B5 2fm " = 0.540 sw- 13.71' 16.21 0 0 0 13A-4ocs 0.143 sw 3.63 2.91 155 139 504 4A5-2ob 0.550 sw 13.97 22.38 16 0 228 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 4B5-2fb 0.540 sw 13.71 23.90 0 0 0 12&Osw 0,097 nw 2.46 283;0 0 0 4A5-2ob 0:550 nw' 13.97 0 4A5 tom ! 0.550 nw'. 13.9T 21.91' 0 0 0 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 120Osw 0.091 2.31' 1.52 141 141 326 11 DO " 0.390 n 9.90 12.31 0 0 0 16B- 30ad 0.032 0.81 1.76 0 0 0 19A t)bsq ior_ io,.c... 0. 295 nnnG 2.81 nez2.00 nai O n 0 n 0 n 0 01 01 0000 0 0 0 0 0 0 0 0 0 0 0 0 0 O' 0 ': 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0: 0 0 0 0 0 0 0 0' 0 ' 0 55 120 0 0. 0 0 61 c) AED excursion 66 1 -4 Envelopeloss/ gain 1552 1050 55 116 12 a) Infiltration 180 66 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 1 230 0 0 Appliances/ other 0 0 Subtotal ( lines 6to 13) 1732 1346 55 116 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 55 116 14 Subtotal 1732 1346 0 0 15 Dud loads 15 % 32% 265 429 15% 32%1 0 0 Total room load 1996 1775 0 0 Air required (cfm) 0 97 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wNghtsoft^ 2018-Ju-1514:46:14 Right- Sute®Universal 2018 18.0.11 RSU23249 Page 13 Lot 088 W ellinglonA LHG Bed6, Ext Cate - W.rup Calc = MJ8 House faces: W g j +-wrightsoft, Right-JOWorksheet Job: Wellington ALHGBed6,EXtC D t 03/01mnia Entire House a e. By: MC/AT/BP/MC/LF One Stop Cooling and Heating 7225 Sandsoove Cl. Sule 1, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 1 Room name HALL2 2 Exposed wall Oft O It 3 Room height 9.0 It heaU000l 9.0 ft heat/000l 4 Room dimensions 1.5 x 1.5 ft 1.0 x 119.8 It 5 Room area 2.3 ft2 119.8 .ft2 Ty Construction U-value Or HTM Area (ft) Load Area (ftz) Load number BtuhRtz`F) BtuM') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 0.097 71 0.550. ne 0 04852fm0(540 13. 3.71 23,3Z Vjl 13A-4ocs 0.143 ne 3.63 2.91 0 0 0 0 0 0 0 0 1'l G 4A5-2om 0.550 ne 13.97 21.91 0 0 0 0 0 0 0 0 13A-40cs 0.143 se 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 20.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.97 13.19 0 0 0 0 0 0 0 0 4135-2(m 0.540 se 13.71 13.46 0 0 0 0 0 0 0 0 11 DO 0.390 se 9790 12.31. 0 0 0 0 0 0 0 0. 128-Osw 0;097 sw 2.46 2.83 0 0 0 0 0 0 0 0 4135-2fm 0540 :"sw 13.71:' 1621 r0 0 0 0 0 0 00:. 13A-4ocs 0.143 sw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2ob 0.550 sw 13.97 22.38 0 0 0 0 0 0 0 0 4A5-2obd 0.580 sw 14.73 15.67 0 0 0 0 0 0 0 0 465-2fb 0.540 sw 13.71 23.90 0 0 0 0 0 0„ 0 0 1, 26 Osw 0;097 nw, . 2.46 2.83 0 0 0 0 0 0 0' 0' 4A5-26b 0[550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om O';550 riw' 13.97 21.91 10 0 0 0 0 0 0 0'. 13A-4ocs 0.143 nw 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.97 21.91 0 0 0 0 0 0 0 0 12C Osw Oi091 2.31, 1.52 0 0 0 0 0 0 0' 01 11 DO IDo n 990 11.76 l0 0 0 0 0 0 @ D111d003P222412012097211 79A Obsq 0295 - 2.81 2.00 0 ..:: 0 0 0 0 19C-19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0 6 c) AED excursion 10 7 Envelope loss/gain 2 4 97 204 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants @ 230 0 0 0 0 Appliancescother 01 0 Subtotal (lines 6 to 13) 2 4 97 204 Less exlernal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 2 4 97 204 14 Subtotal 0 0 0 0 15 Ductloads 15% 32°/ 0 0 15%1 329/6 0 0 Total room load 0 0 0 0 Air required (cfm) 0 0 0 0 Calculations approved byACCAto meet all, requirements of Manual J 8th Ed. w ightsoft 2018-Ju1-1514.46:14 AC P. Rigfi-Sute®Uriversal 201818.0.11 RSU23249 Page 14 Lot 088 W ellirglonA LHG Bed6, Ext Cafe - W.rrp Calc= W8 Horse faces: W I-. wrightsoft" Right-JO Worksheet Job: Wellington ALHG Beds, Ext C i Entire House Date: 03/01/2018 ! By: MC/AT/BP/MC/LF I One Stop Cooling and Heating l 7225 Sandscove CL Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444 1 Room name DROP CAFE 2 3 Exposed wall Room height 9.4 ft 0 It heat/000l 32.5 ft 9.4 It heaV000l 4 5 Room dimensions Room area 4.5 x 6.5 ft 29.3 ftz 13.0 x 169.0 ft2 13.0 ft Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number BtuM--0 BtU 2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12B-Osw" 0.097 ne 2.40 2.83 4A5-26m 0.550 ne 13.97 21.91 465 2fm 0.540 . ne 13.71' 23.37 13A-4ocs 0.143 ne 3.63 2.91 11 G 4A5-2om 0.550 ne 13.97 21.91 L-G 4A5-2om 0.550 ne 13.97 21.91 13A-40cs 0.143 se 3.63 2.91 4A5-2om 0.550 se 13.97 20.00 4A5-2om 0.550 se 13.97 13.19 465-2fm 0.540 se 13.71 13.46 11 DO 0.390 se 9.90 12.31 126 osv -' obw sw.''. 2.46' 2.83 4135-21rri i 0.540 sff 13.71i 1621 13A-4ocs 0.143 sw 3.63 2.91 4A5-2ob 0.550 sw 13.97 22.3E 4A5-2obd 0.580 sw 14.73 15.67 4B5-2fb 0.540 sw 13.71 23.9C 1213-0sw 0:097 nw' 2.,% 2.83 4A5 2ob 0.550 nw': 13.97 21.91 4A5 2om O'.550 nw' 13.97':. 13A-flocs 0.143 nw 3.63 2.91 4A5-2om 0.550 nw 13.97 21.91 4A5-2om 0.550 nw 13.97 21.91 12C-OsvJ 0091 2.31 1.52 11 D0, 0.390 n , 9.90' 12.31 1613-30ad 0.032 0.81 1.7E 19A-0bscp "! 0.295 2.81 2.00 19C-19csm 0.049 0.43 0.31 0 0 1221 901 3271 2621160228358 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0""`' o o o 0. 0 0 0 0_ o=' 0 0 0 0 0 61 21 77 61 0 0 0 0 0 0 0 0 0 0 40 40 589 627 0 0 33 0 456 716 0 0 0 0 0 0 100 66 0 0 0 0 177 220 0 0 0 0' 0 0 85 85 69 149 0 0" 0 1 .:. 01 0 0 0 0 0 0 0 0 61 c) AED excursion 10 379 Envelope loss/gain 277 276 3267 3161 12 a) Infiltration 0 0 354 130 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Applianoes/other 0 0 Subtotal (lines 6to 13) 277 276 3620 3292 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 142 97 0 0 14 Subtotal 419 373 3620 3292 15 Dud loads 1 15 % 32%1 64 119 15 % 32-/.l 5b3l 1049 Total room load 483 492 4173 4341 Air required (dm) 01 27 0 237 Calculations aDDroved bvACCAto meet all reauirem ents of Manual J 8th Ed. 41- wVtt gN so1- 2018-Junr1514:46:14 AC^'Z`A """ Right-Suite©Uriversal201818.0.11 RSU23249 Page 15 Lot088 WellinglonA LHG Bed6, Ext Cafe - W.np Calc= fv1J8 House faces: W i I l ism,bl s vaila eStaticPressure i Cooling pressureExternaistatic • • Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.2 0.34 Supply Return ft) ft) Measured length of run -out 22 0 Measured length of trunk 24 0 Equivalent length of fittings 175 0 Total length 221 0 Total effective length 221 Heating Cooling in/100ft) in/100ft) Supply Ducts -0,072 <0.06 0.154 OK Return Ducts -0.072 < 0.06 0.154 OK Fitting EquwlvalentLen th Detailsau ' F ° 3 < Supply• Weturn Total• wrightsoft, 2018-Jur0514A6.:17 Right-Suite®Uriversal 201818.0.11 RSU23249 Page 1 Lot 088 W ellirgtonA LHG Bed6, Ext Cafe - W.ru p Calc = W8 House faces: W wlrightsoft* Duct System Summary Entire House One Stop Cooling and Heating 7225 Sandscove Cf. Sute 1, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGooling.com License: CAC032444 For: Park Square Homes Job: Wellington ALHG Bed6, E... Date: 03/01 /2018 By: MC/AT/BP/MC/LF Heating Cooling External static pressure 0 in H2O 0.50 in H2O Pressure losses 0.16 in H2O 0.16 in H2O Available static pressure 0.2 in H2O 0.34 in H2O Supply / return available pressure 0.080 / -0.080 in H2O 0.170 / 0.170 in H2O Lowest friction rate 0.07 in/100ft 0.154 in/100ft Actual air flow 0 cfm 1900 cfm Total effective length (TEL) 221 ft oo o 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 BED2 c 3127 0 171 0.170 7.0 Ox 0 VIFx 44.5 155.0 st5 BED3 c 1993 0 109 0.228 6.0 Ox 0 VIFx 19.0 130.0 st3 BED4 c 2343 0 128 0.292 6.0 Ox 0 VIFx 16.5 100.0 st1 BED5 c 2275 0 124 0.203 6.0 Ox 0 VIFx 32.2 135.0 st4 BED6 c 1775 0 97 0.162 6.0 Ox 0 VIFx 44.5 165.0 st5 BTH2 c 380 0 21 0.154 4.0 Ox 0 VIFx 46.4 175.0 st5 BTH3 c 172 0 9 0.245 4.0 Ox 0 VIFx 13.7 125.0 st3 CAFE c 4341 0 237 0.233 8.0 Ox 0 VIFx 21.1 125.0 st2 DROP c 492 0 27 0.225 4.0 Ox 0 VIFx 31.0 120.0 st2 FAMILY c 3010 0 164 0.186 7.0 Ox 0 VIFx 27.5 155.0 st5 FLEX c 2298 0 126 0.227 7.0 Ox 0 VIFx 24.6 125.0 st2 GAME c 2328 0 127 0.310 6.0 Ox 0 VIFx 9.8 100.0 st1 Krr c 2249 0 123 0.258 7.0 Ox 0 VIFx 11.6 120.0 st2 LDRY c 977 0 53 0.230 4.0 Ox 0 VIFx 23.1 125.0 st2 MBED c 1952 0 107 0.218 6.0 Ox 0 VIFx 30.9 125.0 st4 MBED-A c 1952 0 107 0.200 6.0 Ox 0 VIFx 35.3 135.0 st4 METH c 959 0 52 0.216 4.0 Ox 0 VIFx 27.2 130.0 st4 MTOI c 74 0 4 0.235 4.0 Ox 0 VIFx 20.0 125.0 st4 MW IC c 312 0 17 0.216 4.0 Ox 0 VIFx 27.7 130.0 st4 PAN c 200 0 11 0.249 4.0 Ox 0 VIFx 16.6 120.0 st2 T013 c 500 0 27 0.221 4.0 Ox 0 VIFx 19.1 135.0 st3 WIC3 c 674 0 37 0.224 4.0 Ox0 VIFx 22.0 130.0 st3 WfC4 c 405 0 22 0.265 4.0 Ox0 VIFx 18.4 110.0 st1 wrightsoft, 201 B-Ap 15 14.46:17 N,.....,m,,,•._y:mMm Rig fY-Sute®Universe 1201818.0.11RSU23249 Page I Lot 088 WellingtonA LHG Bed6, Ext Cafe - W.rnp Calc = MJ8 Horse faces: W M 1 9 1 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk sti PeakAVF 0 871 0.200 814 14.0 0 x 0 VinIFIX st5 PeakAVF 0 453 0.154 577 12.0 0 x 0 VinIFIX st2 st2 PeakAVF 0 1029 0.154 737 16.0 0 x 0 VinlAx st3 PeakAVF 0 182 0.221 523 8.0 0 x 0 VinIFIX st1 st4 PeakAVF 0 411 0.200 753 10.0 0 x 0 VinlAx st1 t Retun Branch DetailTable ° r c E Name Grille Size (in) Htg cfm) Clg cfm) TEL. ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 0 1900 0 0 0 0 Ox 0 VIFx wrightsoft' 2018-Axv 1514:46:17 Right-Sute®Uriversal 2018 18.0.11 RSU23249 Page 2 Lot 088 W ellingtonA LHG Bed6, Ext Cafe - W.np Calc = W8 Howe faces: W r Level 1 1111111 Mp DV VTW 10x10-1 10x6 237dm Sup Riser KIT 7" 126 dm 8^ 16" FBB 2 LDRY FLEX CAFE a" 8X4 7^ - 53 dm PAN q^ 11 dm 12" 123 dm 1 10X8 8X4 FOYER P41". FAMILY F 8X4 27 dm 7„ 10x10 9 12x BED2 GARAGE EF1 = 50 OFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFU = 50 CFM Fan ER-2 = 80 OFM Fan EFL3 - 110 CFM Fan VTR - Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate E T = Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Reld Built Box 10X6 128 dm BED4 6" 10x10 9, 1oxlo 6" 10X8 127 dm / GAME MOO BED5 10x10 i Ox6 F 124 dm Level 2 Laundry Chute 8X4 - TO13 W IC3 22 dm p-' EF7 VTR 8X4 LIN 37 dm W IC4 8X427dm 4° 12" oFiser I. IP21 14" T SRB 18" 6" LRB1 jHALL2x18 1 MWIC 4" FBB 8X4 Fv1TO1 8X4 17 dm TR 4., I 8X4 52 dm BEDS 6x16 1 OX6 107 dm i6" MBED IOX6107dm FBB = Field Built Box LRB = Large Reduction Box SRB = Small Reduction Box O=Thermostat 18/8Condensate Lineset Chase RV = Range Vent DV = Dryer Vent VTW = Vent to Wall VTR = Vent to Roof ER-3 = 110 CFM Fan ER-2 = 80 CFM Fan EFL1 = 50 CFM Fan EF3 = 110 CFM Fan EF2 = 80 CFM Fan EF1 = 50 CFM Fan b DESCRIPTION AS FURNISHED: Lot 88, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. Park Square Enterprises, LLC (a Delaware Corporation); PLOT PLAN FOR/CERTIFIED TO: Winderweedle, .Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America UNNAMED PLATTED R/w PALMER'S SUBDIVISION 2 LOT 89 6 1 43,41' 43.41' 100 - %3D3)6.50' Ok to construct single family home with setbacks and impervious area shown on plan. 27. !o lb imp, S 00°16'57" E 78.00' 10.00' J LAN 13. 3 15' BUFFER ESMT. I I I 43.41' 43.41' I I I I I 13.3' 28.00' Al :4 I I LOT 88 I a I m PROPOSED RESIDENCE 3096-WELLINGTON - A I CAFE EXT. OPTION GARAGE LEFT 10.00' J DRIVE 25.2 — — — 10' UTIL. ESMT. WALK I I I 5.3' 14.7' 28.00' I ENTRY o 13.3' I. 35.20' 5,20' w zI ;z o Co ~ Or Q CL I SETBACKS AS FURNISHED j CURB D=90°00'00." FRONT = 25'(=) REAR 20' S 00°1657" E R=25.00' SIDE = 5' (40' LOT) 53, 00' L=39, 27' 7.5' (60' LOT) 10' LOT, LOON LAN 1 C= SIDE STREETT = = 25' (so' & 75' LOT) CB=S 4545°16'S7" J? 15' (40' LOT) (50' PRIVATE R/W) 25' FRONT SETBACK CAN BE REDUCED PLOT PLAN ONLY TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS NOT A SURVEY 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 9,897 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE 403/110-- 513 t SQUARE FEET FOUNDATION/PAD 2,090 f SQUARE FEET PROPOSED DRAINAGE FLOW 014 10F WALKS 39 110,94 = 1,133 t SQUARE FEET REAR PATIO 89 t SQUARE FEET DECK LOT GRADING TYPE A MOD SOD 7,246/ 1,179= 8.425 t SQUARE FEET POOLT DECKCH N/A f SQUARE FEET PROPOSED F.F. PER PLANS =' 24.0' NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT •NOT FIELD VERIFIEtl ! GRUSEA[ff 'YER-;S'COTT ASSOC., INC. - LAND S'URVEYORSLEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 143(i P = PLAT PZIL. • POINT ON LINE NOTES: F = FIELD TYP, • TYPICAL I. P. ' IRON PIPE PR.C,POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS -THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF LR. - IRON ROD P.C.C. • POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C. M. 'CONCRETE MONUMENT RAD. RADIAL N. R. • NON -RADIAL 2. UNlE55 EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SFA4 THIS SURVEY MAP OR COPIES ARE NOT VALID. SETI.R. = 1/21 IR. •/MLB 4596 REC. = RECOVERED V.P. • WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P. O.B. = POINT OF BEGINNING CALL. = CALCULATED P. O.C. POINT OF COMMENCEMENT PRH •PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT ATEC7 THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, Q CENTERLINE FF. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N& D = NAIL L DISK BSA • BUILDING SETBACK LINE BH. BENCHHARK 6. DIMENSIONS SHOWN FOR THE LOCATION 'OF IMPROVEMENTS HEREON SHOULD NOT BE USED 70 RECONSTRUCT BOUNDARY LINES. , R/W RIGHT-OF-WAY ESHT. = EASEMENT H.B. RASE BEARING 7. SWINGS, ARE BASED ASSUMEO GATUM AND ON THE LINE SHOWN AS BASE &FiARING (B,B:) DRAIN. • DRAINAGE 8. ELEVATIONS, fFSHOWN; ARE EASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. = UTILITY CL. FC. CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION N. 4596. WD. FC. WOOD FENCE CiB CONCRETE BLOCK SCALE '--- 1 20 - DRAWN BY: P. C. POINT OF CURVATURE P. Y. • POINT OF TANGENCY CERTIFIED BY,, - - DATE ORDER rv°. DES&. = DESCRIPTION R • RADI USs PLOT PLAN 06-08-2018 3719-18 L = ARC LENGTH DELTA D CCHORD C. B. ' CHORD BEARING NORTH IL e THIS BUILDING\PROPERTY DOES NOT LIE WITHIN I - --'•'— THEESTABLISHED100YEARFLOODPLANEASPER 'FIRM' JAM T X. CRUSEN, R .LR.S. 4714 ZONE "XI MAP I/ 12117CO090 F (09-28-07) SCOTTS 4801 RECORD COPY Filename: PARK SQUARE WELLINGTON 3,075SF.rrr Lighting and Small Appliance/Laundry Circuits - - - Floor Area SmAppNo LaundNo Line Neutral 3075 2 1 Lighting Summary Standard 6,754 6,754 Optional 13,725 6,754 anges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Mange/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 ryers Dryer No. No? Nameplate Line Neutral 1 1 5000 2 0 3 0 Dryer Summary Standard 5,000 3,500 # g 8- 3 0 3 1Optional5,000 3,500 Heating and Cooling: Actual Number = 2 Name M? Ph No Amps Volts VA HP Line Neutral e i otic1M1114.0 240 3,360 01M112.0 240 480 0- sAP-'`;'0R1) 1 M 1 1 5.0 240 1,200111114240 2 M 1 1 14.0 240 1 3,360 0 o p' RTM 2 M 1 1 2.0 240 3,360 0 M 1 1 5.0 240 0 0 2 1 1 1 14 240 1,22000 p 1 3,360 0Heat/Cool Summary Standard 16,800 0 Optional 16,800 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 -- ---- DISH 600 600 ------- 1 1 20 1200 1,200 1,200MICRO1112012001,200 1,200WH1118.5 240 4,440OPTPOOL1110240 0 OPT POOL HEAT 1 1 31 240 2,40 0 Fixed Appliance Summary 7,440 0 Standard 12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary - Standard 0 0 Optional 0 0 v 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 14 240 Heat/Cool Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY Standard Line Neutral Total Total = 48,754 16,984 Maximum Amperage = 203 71 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 40,402 16,984 Maximum Amperage = 168 71 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance. with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: PSQ3096A-TC -Park Sq. Hms./ WELLINGTON - 3096-A MiTek USA-, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS. Project Name: PSQ3096A-T Model:WELLIN N 0962A4/ TRAY / CAFE Lot/Block: 88 Subdivision: WYNDHAM PRESERVE 60' Address: 3938 LOON LN. City: SANFORD Stater FLORIDA Name Address and License # of Structural Engineer of Record, if there is one, for the building. Name: License #: Address: City: State: ! General Truss Engineering Criteria 8r Design Loads (Individual Truss Design Drawings Show: Special - Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/26 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf i j This package includes 65 individual, dated Truss Design Drawings and 0 Additional Drawings: With my seal affixed to this sheet, I hereby certify that i am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# Truss Name Dafe 1 IT14374275 14CJ1 6/22/18 112 IT14374286 ICJ3 6/22/18 12 IT14374276 14CJ3 16/22/18 113 IT14374287ICJ3T 16/22/18 13 IT14374277 14J5 16/22/18 114 I T14374288 I CJ5 16/22/18 14 IT1437427814KJ5 16/22/18 115 IT14374289ICJ5T 16/22/18 15 I T14374279 I Al 16/22/18 116 I T14374290 I D1 L 6/22/1 & 16 I T14374280 I A2 16/22/18 117 I T14374291 `I D2 16/22/18 17 IT14374281 I B1 16/22/18 118 1T14374292 I E1 16/22/18 18 IT14374282 IB2 6/22/18, 119 1T14374293I,E2 16/22/18 19 IT14374283 C1 16/22/18 120 IT14314294IE3 16/22/18 110 I T14374284 I C2 16/22/18 121 I T14374295 I E4 16/22/18 Ill I T14374285 ICJ 1 16/22/18 122 I T14374296 I E5 16/22/18 w\LDI/Ve SANFORD v pA Rl` This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Lee,' Julius My license renewal date for the state of Florida is February 28, 2019.- IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters' shown (e.g., loads, supports, dimensions, shapes"and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only; and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. r/ tttlll'tff/, fir` ... `' ' i .. , No 34869 STATE: OF .• 4U y ' 0 / ccjjj•6 O R Q T:•' j S`S 0 tV A1- 1/ 1111L10 Julius Lee PE No.34869` MiTek USA, Inc. FL tert 6634 6964 Parke East Blvd. Tampa FL M610 Date: June 22,2018 Lee, Julius l of RE: PSQ3096A-TC - Park Sq. Hms./ WELLINGTON - 3096-A Site Information: Customer Info: PARK SQUARE HMS. Project Name: PSQ3096A-T Model: WELLINGTON 30.96-A / TRAY / CAFE Lot/Block: 88 Subdivision: WYNDHAM PRESERVE 60' Address: 3938 LOON LN. i City: SANFORD State: FLORIDA No. Seal# Truss Name Date 23 IT14374297 JE6 6/22/18 124 IT14374298 I E7 16/22/18 125 IT14374299 I E8 16/22/18 126 IT14374300 I E9 16/22/18 127 IT14374301 I E10 16/22/18 128 IT14374302 I F1 16/22/18 129 IT14374303 F1C 16/22/18 130 IT14374304 I F2 16/22/18 131 IT14374305 I F3 6/22/18 132 IT14374306 I F4 16/22/18 133 IT14374307 I F5 16/22/18 134. JT14374308 I F6 16/22/18 135, Ji'T1'4374309 I F6A I6/22/18 136 IT14374310 I F6C 16/22/18 137 IT14374311 J F7 16/22/18 I 138 IT14374312 J F8 16/22/18 139 IT14374313 I F8A 6/22/18 140 IT14374314 I F9 16/22/18 141 IT14374315 I FT1 16/22/18 142 IT14374316 I FT2 16/22/18 143 IT14374317 I G1 16/22/18 144 IT14374318 I G2 16/22/18 145 IT14374319 I G3 6/22/18 16 IT14374320 I G4 16/22/18 1 147 IT14374321 I G5 16/22/18 148 IT14374322 I G6 16/22/18 149 IT14374323 I H1 16/22/18 150 IT14374324 I J5 16/22/18 151 IT14374325 I J7 16/22/18 I 152 IT14374326 I J7T 16/22/18 153 IT14374327 I KJ5 16/22/18 54 IT14374328 I KJ7 16/22/18 155 IT14374329 I KJ7T 16/22/18 I 156 IT14374330 I KJ68 16/22/18 157 IT14374331 I L1 16/22/18 158 IT14374332 I L2 16/22/18 59 IT14374333 I L3 16/22/18 160 IT14374334 I L4 6/22/18 161 IT14374335 I M1 16/22/18 162 IT14374336 I M2 16/22/18 I 163 IT14374337 I N1 16/22/18 I 164 IT14374338 I P2 16/22/18 I 65 IT14374339 J V1 16/22/18 2 of 2 4. Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374275 PSQ3096A-TC 4CJ1 JACK 4 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, I-L. 0.13U S Mar I I zUlo IVII IeK Inaustnes, Inc. rrl Jun zz IU:z4: ly zulo rage 1 I D:emwhR 10vL27_4p?vpZM3zHy3lYx-bJfd6shkJTrXk 1 Au L7EB BepQlnKYf6kjnq WH RZ3lxQ 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wlnd(LL) 0.00 2 360 Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-9/Mechanical, 2=137/0-7-8, 4=9/Mechanical Max Horz 2=34(LC 6) Max Uplift 3=-9(LC 1). 2=-100(LC 6) Max Grav 3=14(LC 6), 2=137(LC 1), 4=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (D) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. ll; Exp B. Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius. LeePE, No W69 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 13610' Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE., Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designparameters and properly incorporate this design into the overall - p ^ building design. Bracing indicated is to prevent buckling of individual truss web and/or -chord members only. Additional temporary and permanent bracing iTeiC° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding'the " fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374276 PSQ3096A-TC 4CJ3 JACK 4 1 Job Reference o tional Mla-Fionaa LUmDer, banow, t-L. a. isu s mar I r [u io wu i ert nmusuies, 11- rn -1 cc 1 rays i I D:emwhR 10vL27_4p?vpZM3zHy31Yx-3VD?JCiM4mzO M B15vglQksMbuBfcOZ_s0UE2ptz31xP 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=20310-7-8, 4=26/Mechanical Max Horz 2=63(LC 6) Max Uplift 3=-46(LC 10), 2=-116(LC 6) Max Grav 3=59(LC 1), 2=203(LC 1), 4=53(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing NOTES- (6) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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 except (jt=lb) 2=116. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Ina. FL'Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. L®®L p Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not -® a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall { building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi l.. ICRisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374277 PSQ3096A-TC 4J5 JACK 2 1 Job Reference (optional) Mid-Flonoa Lumber, Bartow, FL. tOC O10 2x4 = 0. IOU S Mdr I I LU 10 IVII I UK II IUMUIUb, mu. — JW I — Iu,9 1 cu Io rage I I D:6yU3fM 1 X6LFriyZ5NHtl V Vy31Yw-XhnNXYi?r45EzL KHTYGfG3vihbxe7OEOF8_CLKz3lxO 5-0-0 5-0-0 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP . TCLL 20.0 . Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 2-4 >999 240 MT20 244/1910 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(ILL) 0.00 2 — 360 Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD -2x4 SP No.2 TOP CHORD ' Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=128/Mechanical, 2=275/0-7-8, 4=46/Mechanical Max Horz 2=93(LC 6) Max Uplift 3=-92(LC 10), 2=-134(LC 6) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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 except Qt=lb) 2=134. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a DigitalSignature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius. Lee 'PE No.34869 MiTektlSA, Inc. FL Ced 6634 8904 Parke East Blvd'; Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 747? rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' - isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage.. For general guidance regarding the, , fabrication, storage,. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa; FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374278 PSQ3096A-TC 4KJ5 MONO TRUSS 2 1 Job Reference (optional) mia-rlonoa LUI11ber, uanow, l-L. 1-5-0 5 2 3x4 = b.1 JU s mar 11 zu I t1 MI I eK Inauslrles, Inc. rrl Jun zz i u..zq.zz zu to rage i I D:6yU3fM 1 X6LFriyZ5N Hll Wy31Yw-?uLlkujdcOD5bVvTOFnupHRmU_CfsTU9Toj9tmz3lxN 3-11-10 - 7-0-14 3-11-10 3-1-4 2.82 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.12 2-4 666 240 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.23 2-4 346 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(ILL) 0.00 2 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=229/Mechanical, 2=271/0-7-8, 4=81/Mechanical Max Horz 2=104(LC 4) Max Uplift 3=-211(LC 8), 2=-160(LC 4) Max Grav 3=229(LC 1), 2=271(LC 1), 4=148(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.8 3 4 PLATES ' GRIP MT20 244/190 Weight: 24 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 7-0-14 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=211,2=160. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60 Trapezoidal Loads (plf) Vert: 5=0(F=30, B=30)-to-3=-106(F=-23, B=-23), 2=-2(F=9, B=9)-to-4=-35(F=-8, B=-8) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE.No, 34869 MITek USA, Inc. FL Cart 8634 6904 Parke East Blvd, Tampa FL 33810 Date: June 22,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not rc - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire i( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTQN - 3096-A T14374279 PSQ3096A-TC Al GABLE 1 - 1 Job Reference (optional) Mid-hlon0a Lumber, BanoW, FL. 8.1JU s mar! i 2018 MI IeK Industries, Inc. Fit Jun 22 iu:24:23 20l8 rage 1 I D:6yU3fM 1 X6LFriyZ5N Htl V Vy31Yw-T4v8yEkF Nh LyDfTgaz17 MU_6nOh?bwpJiSTiQCz3lxM 1-0-0 -010-0-0 20-0-0 21-0 1-0-0 10-0-0 - 10-0-0 1-0-0 Scale = 1:36.4 4x4 = 7 3 3x4 = 22 21 20 19 18 17 16 15 14 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 5x5 = 1.5x4 I 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) 0.00 13 n/r 180 MT2b 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 13 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. lb) - Max Horz 2=-106(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15. 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection, (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MITek, USA, Inc. FLCert 6634, 6904 Parke East Blvd. Tampa FL 33810 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall N- y IX buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Qft isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 I q 4374280 .IJobTrussTrussTypeQtyPlyParkSq. Hms.! WELLINGTON - 3096-A T1 PSQ3096A-TC A2 QUEENPOST 2 1 Job Reference (optional) Iviu-rionua wrnoer, tsartuw, rL. I—. ,,., ", . ^ '--- -- -. . I D:a82Rsi29sfNiK68lx_OX2iy3lYv-xGT W9Zlt8?Tpgp2s8ggMuiXAiosCKKeSx6CGyfz3lxL 1-0-0 5-3-4 10-0-0 14-8-12 20-0-0 21-0-0 1-0-0 5-3-4 4-8-12 4-8-12 5-3-4 1-0-0 3 4x4 = 4 3x4 i 3x4 Q 5x8 = Scale = 1:35.3 Ig LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITPI2014 CS1. TIC 0.45 BC 0.75 WB 0.21 Matrix-R DEFL. in Vert(LL) -0.15 Vert(CT) -0.31 Horz(CT) 0.03 Wind(LL) 0.04 loc) I/deft Lid 2-8 >999 240 6-8 >753 180 6 n/a n/a 2-8 >999 360 PLATES GRIP MT20 244/190 Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=854/0-7-8.6=854/0-7-8 Max Horz 2=-106(LC 15) Max Uplift 2=-275(LC 10), 6=-275(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1256/571, 3-4=-957/443, 4-5=-957/443, 5-6=-1256/571 BOT CHORD 2-8=-391/1069, 6-8=-391/1069 WEBS 3-8=-333/257, 4-8=-182/561, 5-8=-333/257 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. ll; Exp B, Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=275, 6=275. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This Item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MITek USA, Inc. FL Cert6634, 6904 Parke East Blvd. Tampa Fh 33610 Date: June 22.2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe kRisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374281 PSQ3096A-TC B1 GABLE 1 1 Job Reference (optional) Mla-rlonua LUMDef, banow, t-L. O. IJu s Mar I I Gulb IVII IeK Inausines, Inc. rn Jun LL lu:L4:L3 zuio rage-1 to a82Rsi29sfNIK68lx_OX2iy3lYv-QTOuNvIVvJbgSyd2iOLbRv3PXCFC3olbAmypU5z3lxK 1-0-0 3-11-4 7-4-0 10-8-12 I 14-8-0 15-8-0 1-0-0 3-11-4 3-4-12 3-4-12 - 3-11-4 - 1-0-0 Scale = 1:26.7 4x4 = 4 I6 3x4 = 3x8 = 3x4 = 14- 8-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.05 6-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.11 6-8 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-R Wind(LL) 0.03 2-8 999 360 Weight: 77 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 9-0-6 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 2=644/0-3-8, 6=644/0-3-8 Max Horz 2=81(LC 10) Max Uplift 2=-305(LC 10), 6=-305(LC 11) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-929/606, 3-4=-709/472, 4-5=-709/472, 5-6=-929/606 BOT CHORD 2-8=-427/792, 6-8=-427/792 WEBS 3-8=-246/262, 4-8=-207/417, 5-8=-246/262 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B, Part. Encl., GCpi= 0.55; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0;0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle,3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= 305, 6=305. 8) Truss Is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the " signature must be verified on any electronic copies. Julius Lee'PE,No. 34869 MiTek USA, Inc. htert6634 6904 Parke East Blvd': Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Iffil, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see, , ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL36610 Job Truss Truss Type PSQ3096A-TC 82 QUEENPOST Mid -Florida Lumber, Bartow, FL. 2-5-12 4x6 3-4-12 4x4 = Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374282 3 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jun 22 10:24:26 2018 Page 1 ID:3Lcg422odzVZxGjUVhvmawy3lYu-ufaGaFm7gcjX46CFF5sgz7cPFccpoGll0ohMOXz3lxJ 9-3-4 13-2-8 __ 14-2-8 3-4-12 3-11-4 1-0-0 Scale = 1:26.3 I b 3x8 = 3x4 = 3x4 R 5-10-8 13-2-8 5108 7-00 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 0.96 Vert(LL) 0.06 5-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.14 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.05 5-7 >999 360 Weight: 61 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 9-7-3 oc bracing. REACTIONS. (lb/size) 8=514/Mechanical, 5=588/0-3-8 Max Horz 8=-122(LC 11) Max Uplift 8=-234(LC 10), 5=-282(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-613/434, 2-3=-554/395, 3-4=-578/406, 4-5=-798/543, 1-8=-441/334 BOT CHORD 7-8=-224/473, 5-7=-371/678 WEBS 3-7=-107/290, 4-7=-246/266 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; Cat. II; Exp B, Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 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 (jt=lb) 8=234, 5=282. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This Item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Juhs,Lee PE.No:34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date[ June 22,2018 WARNING- Verify design paamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. H ns./ WELLINGTON - 3096-A T14374283 PSQ3096A-TC C1 MONO HIP 1 1 - Job Reference (optional) Ivna-rlonua Lumuer, banow, r-L. " 1-0-0 2x4 = 8,13u s Mar11 2Uld MI IeK Industries, Inc: Fri Jun 22 1U:2427"2018 Page.1 ; ID:3Lcg422odzVZxGjUVhvmawy3lYu-Mr8enbnlRwrOhGnRppN3WK9iS?z5Xi6ud4RwZzz3lxl f 5-0-0 8-0-0 5-0-0 3-0-0 " 4x8 = 1.5x4 II 3 4 5 3x4 = Scale = 1:19.7 500 800 5-0-0 .. 3-0.0 -. .. Plate Offsets (X,Y)-- r3:0-5-0,0-2-01 I LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP, g TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.02 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0 06 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.01 5 n/a n/a, i F BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(ILL) 0.01 6 >999 360 Weight: 38 lb FT =:0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. I WEBS 2x4 SP No.3 *Except' . BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 4-5: 2x4 SP No.2 i REACTIONS. (lb/size) 2=527/0-7-8, 5=549/Mechanical Max Horz 2=132(LC 8) Max Uplift 2=-183(LC 8), 5=-245(LC 5) Max Grav 2=527(LC 1), 5=564(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-580/165 BOT CHORD 2-6=-188/449, 5-6=-185/459 WEBS 3-6=0/265, 3-5=-614/247 NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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 - I will fit between the bottom chord and any other members. i 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 Qt=lb) This item has been 2=183, 5=245. PelectronicallySignedand7) Girder carries hip end with 0-0-0 right side setback, 5-0-0 left side setback, and 5-0-0 end setback. sealed b Lee, Julius; PEy8Hanersorotherconnectiondevicesshaltbeprovidedsufficienttosupportconcentratedloads268lbdownand139lbuatgpppp 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.. using a Digital Signature. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as, front (F) or back (B). Printed Copies Of this 10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. document are not Considered l Signed and sealed and theLOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be Verified Uniform Loads (pIf) , On any electronic Copies. Vert: 1-3=-60, 3-4=-101(F=-41), 2-5=-34(F=-14) Julius Lee PE No. M869, Concentrated Loads (lb) MiTek USA, Inc. FL Cert 6634 Vert: 3=-175(F) 6904 Parke East Blvd. Tampa FL-33010' Dater June 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE.,USE. s. Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and is foran individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall y - building design. Bracing indicated is to prevent buckling of individual truss web -and/or chord members only.. Additional temporary and permanent. bracing A iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the _ .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPLI Quality.Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ply Park Sq. Hms./ WELLINGTON - 3096-AQty Mid -Florida Lumber, Bartow, FL. I T14374284 d.-tau s Mar 11 2018 IAi elk industries, tic. r , -- I aa- , I D:3Lcg422odzVZxGj U Vhvmawy3lYu-MrSenbnlRwrOhGnRpp N3WK9o8?tBXcSud4RwZzz3lxl 1-0-0 3-5-12 2-11-4 1-7-0 4x8 = 1.5x4 II xo — 6x6 —b3x4 = 6-5-0 Scale = 1:23.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 1-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.05 BC 0.73 WB 0.53 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.06 2-7 1999 240 Vert(CT) -0.12 2-7 >725 180 Horz(CT) 0.00 6 n/a n/a Wind(LL) 0.07 2-7 >999 360 PLATES GRIP MT20 244/190 Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1444/Mechanical, 2=123910-7-8 Max Horz 2=82(LC 8) Max Uplift 6=-551(LC 8), 2=-460(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1153/417, 3-4=-1073/383 BOT CHORD 2-7=-417/994, 6-7=-402/1071 WEBS 4-7=-1030/2778, 4-6=-2596/974 NOTES- (10) 1) 2-ply truss to be connected together with 1 Od (0.148"xY) 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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Lee, Julius, PE 7) Refer to girder(s) for truss to truss connections. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=551, 2=460. Printed copies of this 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 246 lb up at document are not considered 2-1-12, and 647 lb down and 246 lb up at 4-1-12, and 1048 lb down and 399 lb up at 6-1-12 on bottom chord. The design/selection signed and sealed and the of such connection device(s) is the responsibility of others. Signature must be Verified10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. on any electronic copies. LOAD CASE(S) Standard Julius Lee PE No, 34869 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek;USA, Ina. FL'Cert6634 Uniform Loads (pit) 6904 Parke East Blvd. Tampa FL 33616 Vert: 1-4=-30, 4-5=-30, 2-6=-10 Date: June 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/612015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall log' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374284 PSQ3096A-TC C2 MONO HIP 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. B.isu s Mar 11 zuitf MI IeK mausines, Inc. Ffl Jun z2 IU:z4:z/ 21,1113 rage z I D:3Lcg422odzVZxGj U Vhvmawy3lYu-Mr8enbnlRwrOhGnRpp N3 WK9o8?tBXcSud4Rwzzz3lxl LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-647(B) 9=-647(B) 10=-1048(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 d Job Truss Truss Type Qly Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374285 PSQ3096A-TC CJ1 JACK 14 1 Job Reference o tional rvua-rionua wrnaet, uartow, rL. I D:3Lcg422odzVZxGj UVhvmawy3lYu-q2i 1?xoOC DzFJQMdN Wu13Yhx2 PO(GBz2skAT5Qz3lxH 1-5-0 1-0-0 1-5-0 1-0-0 Scale: 1.5"=1' 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 0.17 Vert(LL) -0.00 2 >999 . 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 """" 360 Weight: 6 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-43/Mechanical, 2=197/0-7-8, 4=9/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-43(LC 1), 2=-96(LC 10) Max Grav 3=26(LC 6), 2=197(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634. 6964 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss " ' " Truss Type Qty Ply Park Sq.'Hms./ WELLINGTON - 3096-A T14374286 PS03096A-TC -. CJ3 JACK 10 1 Job Reference (optional) Mid -Florida Lumber, ,. Bartow, I-L. _ 1 1 1-5-0 1-5-0 d.13U S mar 1 1 ZU'I75 MI I eK inausmes, Inc. t-n Jun ZZ -I U:Z4:Zy. ZUlo rage 1 I D:XXACH030OGdQZQ lg2PQ?77y31Yt-I EGPC HpOyX56xaxpxDPXbl E5xpii?eDB40w1 dsz31xG 3-0-0 3-0-0' Scale = 1:13.1 3-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) I/defl L/d PLATES GRIP`-- I TCLL 20.0 ,. Plate Grip DOL 1.25 TC 0.22 Vert(LL) 000 ' 2-4 >999, 246 MT20, 244/190 TCDL 10.0' Lumber DOL 1.25 BC - 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P V ind(LL) 0.00 2 "" 360 Weight: 12 lb, FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP'CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45/Mechanic6l, 2=243/0-7-8, 4=26/Mechanical Max Horz 2=93(LC 10) Max Uplift 3=-47(LC 10), 2=-93(LC 10) Max Grav 3=45(LC 1), 2=243(LC,1.), 4=53(LC 3) FORCES. .(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009,supplements. I This,item has been electronically signed and sealed by Lee, Julius, PE using'a Digital Signature. ' Printed .copies of this e - document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lie PE No.:34869 MiTek USA, Ina. FL Cott 6634, 690 parks East Blvd; Tampa FG33614 Date::' June` 22,2018 WARNING -.. Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 rev. 1010312015 BEFORE USE. Design valid for use only with, MiTek® connectors This design is based only upon parameters shown, and is for an individual building component not: a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate thisdesigninto the overall = _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members. only... Additional temporary and permanent bracing : MiTek'° is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses andaruss systems, see ANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,'Alexandria, VA 22314. - - - Tampa,. FL 36610 Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374267 PSQ3096A-TC CJ3T JACK 4 1 Job Reference (optional) IVIIU-r IVr1Ud LUIIIU61, odl(VW, rt. LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 It] I D:nlsMEI rRhGCXjAvptrj7vvy3 WkB-mQgn QdpejrDzYkWOUxxm8znFg D4Zk58KJ2fa9lz31xF 1-5-0 2-3-8 1-5-0 2-3-8 Scale = 1:13.1 11 3-0-0 SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 6 999 240 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.01 6 999 180 Rep Stress Incr NO WB 0.02 Horz(CT) 0.01 5 n/a n/a Code FBC2017/TP12014 Matrix-P Wind(LL) 0.01 6 999 360 REACTIONS. (lb/size) 4=79/Mechanical, 2=315/0-7-8, 5=6/Mechanical Max Horz 2=84(LC 10) Max Uplift 4=-17(LC 7), 2=-112(LC 10) Max Grav 4=81(LC 15), 2=315(LC 1), 5=13(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,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 except Qt=lb) 2=112. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34866 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL,33610. Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MoTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ra Job _ Truss Truss Type - Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374288 PSQ3096A-TC CJ5 JACK 8 1 Job Reference (optional)- MO-tJonda.Lumber, ,. tBarlow, FL. 1 d.i3u s Mar i TZUIdNit I eK Inoustrles, Inc. t-n Jun ZL 1U:L4:W ZUIC Page 1. I D:XXACH 03QOGdQZQI g2 PQ?77y31Yt-mQgnQdpejrDzYk WOUxxm8zn EyD01k5SKJ2fa9lz31xF 1.5_0 - 5.0.0 - 1 5 0 .. - 5-0-0 - - 3 Scale = 1:18.0 III/ 2x4 = I 5-0-0 500... LOADING (psf) SPACING- 2-0-0 cSl. DEFL in ,(loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 I TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 7005 2=4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0i Code FBC20171TP12014 Matrix-P Wind(LL) 0.00, 2 360 Weight 18 lb' FT = 0% j i LUMBER- BRACING- j TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purllns. BOT CHORD - 2x4 SP No.2 ,,. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=119/Mechanical, 2=308/0-7-8, 4=46/Mechanical Max Horz 2=138(LC 10) Maz Uplift 3=-103(LC 10), 2=-103(LC 10) Max Grav 3=119(LC 1), 2=308(LC 1), 4=93(LC 3) FORCES. - (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i NOTES- (6) 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (envelope) gable end.zone and C-C Exterior(2) zone;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. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=103, 2=103. I 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically Signed and sealed by Lee, Julius, PE using a Digital -Signature. Printed copies of. this document are not considered signed and sealed, and the signature must be'verified on any electronic copies. Julius Les PE No. 3069 MiTek t1SA,,lnc. FL Cert 6634; 004 Parke East Blvd, Tampa FL 33610 Date:,.. June 22,2018 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103120,15 BEFORE USE. " Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not - a truss. system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building -design. Bracing indicated- is,lo,prevent buckling of individual truss web and/or chordmembersonly. Additional temporary and permanent bracing MiTek` isalwaysrequiredforstability. and topreventcollapse with possible personal injury and property. damage For general guidance regarding the fabrication, storage, delivery, erection and. bracing of trusses and. truss. systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314': ' Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374289 PS03096A-TC CJ5T JACK 4 1 Job Reference (optional) Nn(1-1-IO11Ua LnrrlUel, Gel UJW, rL. LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 dI III ID:FUQkSes3SaKOLKU?QZEMR7y3W-Ec09dzgGU8LgAt5C2eS?gAJModQmTYJUYiP7ilz3lxE 1-5-0 2-3-8 3-3-8 1-5-0 2-3-8 1-0-0 SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.04 8 999 240 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.11 8 496 180 Rep Stress Incr NO WB 0.03 Horz(CT) 0.03 6 n/a n/a Code FBC2017/TP12014 Matrix-P Wind(LL) 0.06 8 866 360 REACTIONS. (lb/size) 5=189/Mechanical, 2=395/0-7-8, 6=15/Mechanical Max Horz 2=1'18(LC 10) Max Uplift 5=-56(LC 10), 2=-11O(LC 10) Max Grav 5=189(LC 1), 2=395(LC 1), 6=33(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- Scale = 1:18.0 R0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mphi TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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) 5 except (jt=lb) 2=110. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No: 3069 MiTek USA,,lnc. FL Cert 8634 6964 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a -" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss. Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374290 PSQ3096A-TC D1 MONO HIP 2 1 Job Reference o tional MIO-i-ionoa LUmDer, b2rtOW, t-L. o. IOU 5 mar I I LU to IVII I UK 11lUUbltltls, 111U. rll Jun cc Iu.zq,oz LV to rdye 1 - I D:?jkaVk429al HBattc6yEgLy31Ys-ipyXrl ruFSUho I gOcMzEDOsT?OfoCyYdnMBhEBz3lxD 1-0-0 - 5-0-0 1-0-0 5-0-0 Scale = 1:15.0 4x4 = 6x6 11 3 4 2x4 = 5-1-12 6-8-0 S112 164 - Plate Offsets (X Y)-- f2 0-2-14 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP ' TCLL . 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) - -0,03 2-7 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC - 0:51 Vert(CT) -0.07 2-7 >999 .180 BCLL 0.0 * Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 9 n/a n/a - BCDL 10.0 Code FBC2017ITP12014 Matrix,R Wind(ILL) 0.05 2-7 >999 360 Weight:=28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4SPNo.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS ( lb/size) 2=427/0-7-8 9=424/0-1-8 Max Horz 2=117(LC 4) Max Uplift 2=-235(LC 4), 9=-271(LC 4) Max Grav 2=427(1_C 1), 9=488(LC 18) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-451/191, 3-4=-374/203,.6-8=-158/250 BOTCHORD 2-7=-220/386, 6-7=-203/374 WEBS 4-9=-369/215 NOTES- ( 11) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph;3CDL=4.2psf; BCDL=3.Opsf; h=15ft, Cat. II; Exp B; Part. Encl., GCpi= 0:55; MWFRS (envelope) gable end zone; 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) Bearing at joint(s) 9 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 at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2= 235, 9=271. 8) Girder carries hip end with 0-0-0'right side setback, 5-0-0 left side setback, and 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 to down and 164 lb up at 5- 0-0 on top 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). 11) Truss is designed.with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-5=-32(F=12),,1-3=-60, 3-4=-96(F=-36) Concentrated Loads (Ib) Vert: 3=-175(F) s This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, Julius Lee PE No. 34869 fdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL•33610 Date; June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.. Design valid for use only with MiTekO connectors This design is based only upon parameters shown, and. is for an individual building component not _ a truss system. Before use, the building. designer must verify the applicability of design parameters and properly incorporate this design into the overall , y building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - _ty'- isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For generaiguidance regarding the AAjT k fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374291 PSQ3096A-TC D2 MONO TRUSS 14 1 Job Reference o tional mla-rlonaa Lumoer, tsanow; r-L. 1-0-0 2x4 = o. uusmai ii cuiownronn ..,., oy I D:?jka Vk429alH Battc6yEg Ly31Ys-B?Vw2esWOmcX P BEbA3UTmbOi LQ2?xNYn?OuEmdz3lxC 6-8-0 6-8-0 4x6 = Scale: 3/4"=1' 3 3x4 = 7 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.06 2-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wnd(LL) 0.03 2-5 >999 360 Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=338/0-7-8, 7=220/0-1-8 Max Horz 2=140(LC 6) Max Uplift 2=-191(LC 6), 7=-136(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=191,7=136. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. Fl. Cent 8834, 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 11 ": 1." - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (V! i IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss, Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374292 PSQ3096A-TC E1 - HIP .. 1 Job Reference (optional) Mid-Florda. Lumber, Bartow, FL.- - 1 0- 3-9-4 -7-1-0 10-6-0 14-0-0 0-0 3-9-4 3-2-12 3-6-0 ,3-6-0 5x5 = 1.5x4 11 3x4 = 6.00 12 4 5 6 M0 r>, M 2 B.13Ud 'Smar11zU1iviiiexlnaustrles, Inc. rn Jun zz-IU:L4:34 zU-Its rage.! ID:Tvlyi45gwut8okS3AgTTCYy31Yr- fB31G_s8n3k01 Lpnjn?ilpxuPgDhgoswEgdol4z3lxB 22-0- 0 26-0-0 29-6-0 " 33-0-0 36-2-12 40-0-0 41-0- 4-0- 0 4-0-0 3-6-0` 3-6-0 3-2-12 3-9-4-,-0-0r Scale = 1: 68.5 3x4 = 3x4 = 3x5 = 1. 5x4 3x4 _ 5x5 7 8 9 10 11 12 1.5x4 J 1.5x4 i 3 13 d11 d 4x6 20 4x8 = 19 17 18 7x8 = 7x8 = 4x4 = 7- 0- 0 14-0-0 20-0-0 26-0-0 33-0, M d_ A14 15 M 1d 16 4x6 4x8 = 7- 0- 0 7-0-0 Plate Offsets ( X Y)-- 12'0-9-0 Edgel f4'0-2-8 0-2-41 112"0-2-8 0-2-41 6-0- 0 f14 0- 9-0 Ed gel, (17:0-4-0 6-0- 0 7-0-0 1-u-u 0-4- 121 f19"0-4-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP f TCLL 20. 0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -9.39 18 >999 240 MT20 244/190 , i TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.78 18 >611 180 BCLL 0. 0 Rep Stress lncr NO WB 0.42 Horz(CT) 0.16 14 n/a n/a BCDL 10. 0 Code FBC201.7/TP12014 Matrix-R Wind(LL) , 0.49 18 >978 360 Weight: 482 lb FT = 0e/ LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or 7-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=3428/0-3-8, 14=3428/0-3-8 Max Horz 2=-78(LC 13) Max Uplift 2=-1383(LC 5), 14=-1383(LC 4) Max Grav 2=3514(LC 18),`14=3514(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD ' 2-3=-7179/2980, 3-4=-7099/2988, 4-5=-6422/2736, 5-6=-9687/4199, 6-7=-9687/4199, 7-9=- 10525/4550, 9-10=-9687/4199,•10-11=-9687/4199, 11-12=-6422/2736, 12-13=- 7099/2988,13-14=-7179/2980 BOT CHORD 2-20=-2649/6424, 19-20=-3547/8342, 18-19=-4516/10556, 17-18=-4504/10544, 16-17=- 3502/8286,14-16=-2604/6366 WEBS 4- 20=-809/2219, 5-20=-2657/1292, 5-19=-860/2061, 6-19=-492/340, 7-19=-1052/534, 9-17=- 1052/534, 10-17=-492/340, 11-17=-860/2061,'11-16=-2657/1292, 12-16=-809/2219 NOTES- (11) 1) 2- ply truss to be connected together with 1 Did (0.148"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. 9 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 This Item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Lee; Julius, PE 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, Cat: 11; Exp B; Encl., Using a Digital Signature. I - GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate gripDOL=1.60 i 5) Provide adequate drainage to prevent water ponding. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and Sealed and the will fit between the bottom chord and any other members. y ) g P P g p j O _ ) 8 Providemechanicalconnectionbothersoftrusstobearinglatecapableofwithstanding100lbupliftat'oint s except t-Ib signature must be verified g 2=1383, 14=1383. On any electronic copies. E 9) Girder carries hip end with 7-0-0 end setback. Julius Lee PE No. 34869 10) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 590 lb down and 306 lb up at MiTek USA, Inc. FL Cert 6634, 33-0- 0, and 590 lb down and 306 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd: Tampa Fh 33610 responsibility of others. Date:, 11) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. June 22,2018 111111111111es= W- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. . . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to,prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing M eh is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the , . fabrication, storage; delivery, erection and bracing of trusses and truss systems,- see- ANSIITPII Quality'Criteria, DSB-89 and BCSI Building Component - '6904Parke East Blvd Safety Information available. from Truss Plate Institute, 218 N. Lee Street,. Suite 312; Alexandria, VA 22314. - - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374292 PSQ3096A-TC E1 HIP 1 Job Reference (optional) Ivio-rlonoa Lumoer, rsanow, -L. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-12=-131(F=-71), 12-15=-60, 2-14=-44(F=-24) Concentrated Loads (lb) Vert: 4=-385(F) 12=-385(F) 0. IOU 5IVIdl I I N 10 IVII I K IIIUUJulub, 11- 1-11 Jun — I .JY reyc c ID:Tvlyi45gwul8okS3AgTTCYy31Yr-fB31G_s8n3k01 Lpnjn?ilpxuPgDhgoswEgdol4z3lxB WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing McTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 va r- Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374293, PSQ3006A-TC E2 HIP 1. 1 Job Reference (optional) mlo-I-lonpa Lumber, ttartow, rL. o. iou s mar I I zu io ivu i en uwusuies, ina rn dun zz iu.zvat zu I rage I I D:Tvlyi45gwut8okS3AgTTCYy31Yr-3miQuOvl4_6zuoYM PvZQwRZPb 1 IXt9g MwdsSvOz3lx8 1-0- 4-9-4 9-0-0 14-5-2 20-0-0 25-6-14 31-0-0 35-2-12 40-0-0 41-0- 0-0 4-9-4 4-2-12 5-5-2 5-6-14 5-6-14 5-5-2 4-2-12 - 4-9-4 -0-0 5x5 = f,7 4 3x4 = 5x5 = 3x4 = 5x5 5 6 7 8 Scale = 1:68.9 1.5x4 X4 G 3 X> 1.5 9 RR 8 3x6 = 16 15 14 13 12 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = 9-0-0 14-5-2 20-0-0 25-6-14 31-0-0 40-0-0 9-0-0 5-5-2 5-6-14 5-6-14 "` 5-5-2 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.27 14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.54 14-15 875 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(ILL) 0..27 14 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8 Max Horz 2=97(LC 10) Max Uplift 2=-447(LC 7), 10=-447(LC 6) O 3x6 = PLATES GRIP MT20 244/190 Weight: 211 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD Structural wood sheathing directly applied or 5-11-4 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3040/1272, 3-4=-2799/1168, 4-5=-3217/1403, 5-6=-3493/1509, 6-7=-3493/1509, 7-8=-3217/1403, 8-9=-2799/1168, 9-10=-3040/1272 BOT CHORD 2-16=-1021/2655, 15-16=-830/2444, 14-15=-1141/3217, 13-14=-1141/3217, 12-13=-830/2444, 10-12=-1021/2655 WEBS 4-16=-63/368, 4-15=434/1081, 5-15=-601/306, 5-14=-156/415, 6-14=-333/210, 7-14=-157/415, 7-13=-601/306, 8-13=-434/1081, 8-12=-63/368 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B, Encl.,. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone,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 of=lb) 2=447, 10=447. 7) Truss.is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. , This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No: 34860 MiTek USA, Inc. FLCert 6634 6964 Parke East Blvd; Tampa FL 33610. Date: June 22,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality. Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374294 PSQ3096A-TC E3 HIP 1 1 Job Reference (optional) Mla-t-lonaa LumDef, tianow, I-L. o. sous vies i i cu io rvu i art n iuubulea, n— F -.. oa..,o rays, I D:x6rKvQ5lhB??Qtt FkX_ilmy3lYq-XzJp5Mwfrl Eg Wy7Yyc4f rf6YBRc?cecW9Hb?Srz3lx7 1-0- 5-9-4 11-0-0 17-0-0 23-0-0 29-0-0 34-2-12 40-0-0 41-0- 0-05-2-12 6-0-0 6-0-0 6-0-0 5-2-12 5-9-4 1 -0-0 Scale = 1:68.9 5x6 = 3x4 = 4 5 3x4 = 5x6 — 6 7 3x6 = 15 14 o a io 12 11 3x6 = 1.5x4 II 3x8 = 5x6 = 3x8 = 1.5x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 11-0-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.25 13-14 999 240 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.54 13-14 880 180 Rep Stress Incr NO WB 0.31 Horz(CT) 0.15 9 n/a n/a Code FBC2017/TP12014 Matrix-R Wind(ILL) 0.19 13 999 360 BRACING - PLATES GRIP MT20 244/190 Weight: 208 lb FT = 0 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD Structural wood sheathing directly applied or 6-3-3 oc bracing. WEBS 1 Row at midpt 5-14, 6-12 REACTIONS. (lb/size) 2=1657/0-3-8, 9=1657/0-3-8 Max Horz 2=116(LC 10) Max Uplift 2=-428(LC 10), 9=-428(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3074/1260, 3-4=-2647/1139, 4-5=-2284/1066, 5-6=-2840/1263, 6-7=-2284/1066, 7-8=-2647/1139, 8-9=-3074/1260 BOT CHORD 2-15=-1000/2662, 14-15=-1000/2662, 13-14=-967/2788, 12-13=-967/2788, 11-12=-1000/2662, 9-11=-1000/2662 WEBS 3-14=-415/275, 4-14=-286/813, 5-14=-781/332, 6-12=-781/332, 7-12=-286/813, 8-12=-415/275 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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, 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=428, 9=428. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34669 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Welke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 M: 1 Job - Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A. '- T14374295 PSO3096A-TC E4 HIP 1 1 Job Reference o tional Mia-I-londa LumDef, tsartow, I-L. y ID:x6rKvQ5lhB??Qt1FkX_ilmy3lYq-?9tBJiwHccMh76ikWKbu?seeLrxbL4lfOxLY Hz3lx6 - 1 0 - 6 9 4 13-0-0. 20-0-0 - 27-0-0 .33-2-12 - 40-0-0 - 41-0- - 0-0 6-g-q. 6-2-12 7-0-0 7-0-0 6-2-12 6-9-4 '-0-0 Scale = 1:68.9 _ 3x6 = 5x5 = 4 1.5x4 II 5x5 = 5 6 3x4 = 5x8 = 3x4 _ - 10-3-4 20-0-0 29-8-12 1 40-0-0 10-3-4 9-8-12 ' 9-8-12 - 10-3-4 - I Plate Offsets (X Y)-- 14 0-2-8 0-2-41 16 0-2-8 0-2-41 111 0-4-0 0-3-01 E LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d S PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.30 -11-12 >999 240 MT20 244/190 - t TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0 55 11-12 >868 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-R Wind(ILL) 0.15;. 11 >999 360 Weight: 199 lb 'FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-2-5 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 2=165710-3-8, 8=1657/0-3-8 s Max Horz 2=-136(LC 11) Max Uplift 2=-452(LC 10), 8=-452(LC 11) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2975/1271, 3-4=-2691/1184, 4-5=-2457/1159, 5-6=-2457/1159, 6-7=-2691/1184, 7-8=-2975/1271 BOT CHORD 2-12=-1000/2591, 11-12=-696/2134, 10-11=-696/2134, 8-1 0=-1 000/2591 WEBS 3-12=-363/322, 4-12=-179/564, 4-11=-215/583, 5-11=-439/272, 6-11=-215/583, 6-1 0=- 179/564, 7-10=-363/322 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2).Wind: ASCE 7-10; Vult=140mph-.(3-second gust) Vasd=108mph; TCDL=42psf; BCDL=3:Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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. 6 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 i 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) I 2=452, 8=452. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. i i This item has been electronically signed and sealed by Lee, Julius, PE using a,Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No 3480 MiTek USA; Inc. FL Ced 6634 6964 Parke East Blud, Tampa FL 33616' Date: June 22,2018 WARNING - Verify design.paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFOREVSE.. -: - - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual, building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek," ` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality. Criteria, DSB-89 and BCSI BuildingComponent 6904 Parke East Blvd. Safety Information available fromTruss. Plate Institute, 218 N. Lee Street, Suite. 312, Alexandria, VA 22314. ' Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374296 PSQ3096A-TC E5 HIP 1 1 Job Reference (optional) mia-rlonoa Lumber, tSanow, I-L. b.-tau s Iviar -1 1 LU-Itl IVII I eK Inaustrles, Inc. rr1 Jun zL Iu:L4:4V 4u io r'aye I ID:x6rKvQ5lhB??Qtl FkX_ilmy31Yq-TLQZW2xvNvUYIGHx4l67Y4BobFGn4Vdpcb46Wjz3lx5 1-0- 7-9-4 15-0-0 20-0-0 25-0-0 - 32-2-12 40-0-0 41-0- 0-0 7-9-4 7-2-12 5-0-0 5-0-0 7-2-12 7-9-4 -0-0 1 d Scale = 1.68.9 5x5 = 1.5x4 11 Sx5 = 4 5 6 3x6 = IG IJ 14 11 10 lb lu 3x6 = 3x4 = 3x4 = 5x8 = 10-3-4 20-0-0 29-8-12 40-0-0 10-3-4, 9-8-.12 1 9-8-12 10-3A Plate Offsets (X Y)-- 14:0-2-8 0-2-41 16:0-2-8 0-2-41 111:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.31 11-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.54 11-12 882 180 BCLL 0.0 Rep Stress Incr NO WB 0..47 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wlnd(LL) 0.18 2-12 999 360 Weight: 204 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1657/0-3-8, 8=1657/0-3-8 Max Horz 2=-155(LC11) Max Uplift 2=-474(LC 10), 8=-474(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2947/1266, 3-4=-2711/1250, 4-5=-2146/1050, 5-6=-2146/1050, 6-7=-2711/1250, 7-8=-2947/1266 BOT CHORD 2-12=-985/2561, 11-12=-619/1969, 10-11=-619/1969, 8-10=-985/2561 WEBS 3-12=-422/370, 4-12=-304/685, 4-11 =-1 37/449, 5-11=-275/178, 6-11=-137/449, 6-10=-304/685, 7-10=-422/370 Structural wood sheathing directly applied. Structural wood sheathing directly applied or 6-1-15 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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=474,8=474. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MITek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FIL 33010 Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A'T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MY I k" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job - - Truss ` Truss Type Qty Ply Park Sq, Hms./ WELLINGTON - 3096-A - T1437429T PSQ3096A-TC E6 HIP 2 1 Job Reference (optional) mla-rlonaa Lumber, oarlow, rL. ID:PIPj7m6wSV7s21 cSHFVxHzy3lYp-QkYJxjzAvXkG_aQJBS8bdVGCa2?DYLQ64vZDbcz3lx3 1-0- 6-0-5 11-6-3 17-0-0 23-0-0 28-5-13 33-11-11 40-0-0 '41-0- 0- 6-0-5 -- 5-5-13, 5-5-13 6-0-05-5-13 5-5-13 6-0-5 -0- Scale = 1:69.7 5x5 =. 5x5 = 5 6 11 l 0 14 12 .., .. 3xti -. 3x4. 3x8 = 3x6 — 3x4 = 3x4 = ' 17 0 0 - 23-0-0 31-2-12 40-0-0 - - 8-9-4 - •. 8212 '.. 6-0-0` 8-2-12. 8-9-4.. Plate Offsets (X Y) r4 0 2 8 0-3-01 T5 0-3-0 0-2-81 16 0-2-8 D-2-41 17 0-2-8 0=3-01 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES ..GRIP TCLL 20.0 Plate Grip DOL 1.25 TC , 0 68 Vert(LL) -0.21 14-15 >999 240 MT20_ _ 244/190 # TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 11-12 >999 180 3 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.13 ,. 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx R Wlnd(LL) 0.14 14 >999 360 Weight: 221 lb FT = 0% l LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins,, BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-7 oo bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 S REACTIONS. (lb/size) 9=1657/0-3-8, 2=1657/0-3-8 p Max Horz 2=-174(LC 11) Max Uplift 9=-494(LC11), 2=-494(LC 10) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3019/1310, 3-4=-2791/1255, 4-5=-2126/1042, 5-6=-1827/986, 6-7=-2125/1042, 7-8=-2791/1255, 8-9=-3019/1310 BOT CHORD 2-15=-1043/2632, 14-15=;793/2240, 12-14=-527/1826, 11-12=-793/2240, P 9-11=-1043/2632 . WEBS 3-15=-304/266, 4-15=-159/487, 4-14=-589/383, 5-14=-237/609, 6-12=-238/645, 7-12=-591/383, 7-11==160/487, 8-11=-304/266 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph,.TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat 11, Exp B;, Encl.., i GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) ione;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 3-670 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, wlth+BCDL = 10.Opsf, electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding,100 lb uplift at joint(s) except at=lb) Sealed by Lee,' Julius, PE. 9=49412=494. 7) Trussis designed with, and confirms to the 2007 Florida Building Code w/2009 supplements: using a Digital Signature. Printed copies of this. document are not considered signed and.sealed and the signature must be verified on any electronic copies. t Julius Lee PE No. 34869 I MiTek'USA, Inc. FLCert6634; 6904 Parke East 6ivd. Tampa FL 33610 Date: June 22,2018 Y 9 Para WARNING -Verify des! n meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individualbuilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tt NOR, buildingdesign. BracingIndicated Is to revent bucklingof individual truss web and/or chord members only,Additional temporary and permanent bracing, - M!T@kE_ is always required for stability and to prevent collapse with possible personal injury and property damage .For generalguidance regarding the fabrication, storage, delivery;erection and bracing of trusses and truss systems, see ANSIITPII Quality -0nteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.' - Tampa, FL. 36610 . Job Truss Truss Type Qty . Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374298 PSQ3096A-TC E7 HIP 1 1 Job Reference (optional) mm-r ionoa LUmDer, banow, I-L. d.1JU s mar -I -I LU1 t3 MI I ex Inausines, Inc. t-rl Jun 22 Iu:L4:43 Lu Id rage I ID:x6rKvQ5lhB??Qt1 FkX_ilmy3lYq-uw6i83zofgs7cj?mAfg9ipK1 SlgHrbFJZJm72z3lx2 11-D- T9-4 15-0-0 20-0-0 1 25-0-0 32-2-12 1 40-0-0 _ 41-0-9 0-d 7-9-4 7-2-12 5-0-0 5-0-0 7-2_12 7-9-4 11-0-d I1 3x6 = 5x8 i 4 5 5x5 -- 1.5x4 11 5x5 = Scale = 1.69.7 3x6 = 14 io 10 13 it Io IL 3x6 = 3x4 = 5x8 = 3x4 = KLE E i LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.89 BC 0.94 WB 0.52 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) -0.33 13-14 >999 240 Vert(CT) -0.58 13-14 >825 180 Horz(CT) 0.13 10 n/a n/a Wind(LL) 0.18 10-12 >999 360 PLATES GRIP MT20 244/190 Weight: 209 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied. 4-8,5-6: 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-1-8 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8 Max Horz 2=-171(LC 11) Max Uplift 2=-490(LC 10), 10=-555(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2974/1280, 3-4=-2740/1284, 4-6=-2029/1087, 6-7=-2158/1063, 7-8=-2158/1063, 8-9=-2738/1278, 9-10=-2973/1275 BOTCHORD 2-14=-998/2566, 13-14=-625/1954, 12-13=-628/1971, 10-12=-993/2565 WEBS 3-14=-426/368, 4-14=-325/720, 4-13=-167/529, 7-13=-318/159, 8-13=-96/386, 8-12=-321 /705. 9-12=-418/368 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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 This Item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronlcally.slgned and6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by Lee, Julius, PE2=490,10=555. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. using a Digital Signature. 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 3069 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL,33610; Date[ June 22,2018 Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MlTek" is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374299 PSQ3096A-TC E8 HIP 1 1 Job Reference (optional) Mlo-t once LUmoer, barrow, FL. 0. 1JU s rvim I I LU 10 IVII I UK II IUUJnICS, It rU. f-II Jun GG IU.44,44 LU 10 r-dYU I ID:x6rKvQ5lhB??Ql1 FkX_ilmy3lYq-M7g4MP_QQ8_EtaiJtB3iwMU3se3OK?OXD2JfUz3lx1 1-0- 6-9-4 13-0-0 16-8-0 20-0-0 27-0-0 33-2-12 40-0-0 41-0- 0- - 6-9-4 6-2-12 3-8-0 3-4-0 7-0-0 6-2-12 6-9-4 -0- Scale = 1:69.7 I 5x5 = 5 3x6 = — 11 "' ' 13 < 3x6 = 3x4 = 5x8 = 3x4 = , 11g. 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets (X Y)-- 14 0-4-4 0-2-01 f8 0-2-8 0-2-41 113 0-4-0 0-3-01 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 0.93 Vert(LL) 0.32 13-14 >999 240 MT20_, 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.58 13-14 >818 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R , Wind(LL) 0.17 13 >999 360 Weight: 212 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-4 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6 REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8 Max Horz 2=171(LC 10) Max Uplift 2=-490(LC 10), 10=-555(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2988/1305, 3-4=-2712/1230, 4-5=-285/146, 4-6=-2244/1118, 6-7=-2242/1117, 7-8=-2450/1186, 8-9=-2712/1219, 9-10=-2979/1291, 5-7=-293/142 BOT CHORD 2-14=-1032/2604, 13-14=-711/2099, 12-13=-718/2133, 10-12=-1019/2594 WEBS 3-14=-383/329, 4-14=-200/585, 4-13=-252/659, 7-13=-458/277, 8-13=-158/476, 8-12=-188/569,9-12=-353/316 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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, with BCDL = 10.Opsf. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) except Qt=lb) electronically Signed and 2=490,10=555. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Sealed by Lee, JUIlU3, PE 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius. LisaPE No. 34869 MiTek 11SA, Ina. FL Celt 6634, 6904 Parke East Blvd. Tampa FL 33610` Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll 7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property :damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and BCSI Building Component .6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,. Alexandria, VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374300 PSQ3096A-TC E9 HIP 1 1 Job Reference o tional Mla-t-lonaa Lumber, Bartow, FL. o. wu s via: 1 . ID:x6rKvQ5lhB??Qtl FkX_ilmy31Yq-gJESZI?2BS6grl9utaiIF7ujKG1iiffYmtotBxz3lxO 1-0- 5-10-7 11-2-5 16-8-0 22-4-0 29-0-0 34-2-12 to-041-0- 0- 5-10-7 5-3-15 5-5-11 5-8-0 6-8-0 5-2-12 5-9-4 -0- Scale = 1:69.7 6.00 12 5x5 = 5 3x6 = 1O 11 IO 15 - 13 12 11 3x6 = 3x4 = 3x8 = 4x6 3x4 = 3x4 = 1.5x4 8-6-6 I 16-8-0 I 20-0-0 221-0 I 29-0-0 34-2-12 I 40-0-0 8-6-6 8-1-10 3-4-0 2-4-0 6-8-0 5-2-12 5-9-4 Phtc c)rre to iX Y1__ rd n_9_R n-,i-m f7 n-R-n 0-9-Rl LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1:25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017(TP12014 CSI. TC 0.65 BC 0.74 WB 0.93 Matrix-R DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORC BOT CHORC WEBS in (loc) I/defl L/d 0.2215-16 999 240 0.4615-16 999 180 0.14 9 n/a n/a 0.20 13 999 360 PLATES GRIP MT20 244/190 Weight: 218 Ito FT = 0% Structural wood sheathing directly applied or 2-8-14 oc purlins. Structural wood sheathing directly applied or 6-1-5 oc bracing. 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=1657/0-3-8, 9=1657/0-3-8 Max Horz 2=171(LC 10) Max Uplift 2=-490(LC 10). 9=-555(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3043/1317, 3-4=-2807/1264, 4-5=-2145/1051, 6-7=-2825/1336, 7-8=-2627/1173; 8-9=-3076/1293, 5-6=-2149/1050 BOT CHORD 2-16=-1051/2639, 15-16=-809/2263, 13-15=-1031/2833, 12-13=-797/2300, 11-12=-1030/2663, 9-11=-1030/2663 WEBS 7-12=-94/401, 8-12=-433/268, 5-15=-692/1511, 4-15=-598/368, 4-16=-153/477, 3-16=-291/258, 6-13=-336/232, 6-15=-1369/672, 7-13=-299/689 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasci=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=490, 9=555. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee'PE No; M869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33810 Dale:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Millatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 a W. Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374301 PSQ3096A-TC E10 HIP 1 1 Job Reference o tional Mid-Florda Lumber, Bartow, FL. tf.,au s mar I I zuits ml l eK mouslrles, Inc. rn dun zz -1 U:[4:JD [u 16 rage -I I D:Tvlyi45gwul8okS3AgTTCYy3lYr-70dgTKtnYNsFfVOzHU WxrOU_LEcl P6P4TKN LrWz3lxA 1-0- 5-10-7 11-2-5 20-6-14 24-4-0 31-0-0 35-2-12 40-0-0 41-0- 0- 5-10-7 5-3-15 9-4-9 3-9-2 6-8-0 4-2-12 4-9-4 -0- Scale = 1:69.7 gl, 6,00 12 5x5 = 5 3x6 = io it Io 15 IV ry Zu 13 12 3x6 = 3x4 = 3x8 = 4x6 4x8 = 3x4 = 8-6-6 16-8-0 24-4-0 40-0-0 8-6-G 8-1-10 7-8-0 15-8-0 Plate Offsets (X Y)-- f4 0-2-8 0-3-01 f8 0-2-8 0-2-41 LOADING (psf) TCLL 20.0 TCDL 10`.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. DEFL. TC 0.81 Vert(LL) BC 0.73 Vert(CT) WB 0.98 Horz(CT) Matrix-R Wind(LL) BRACING - TOP CHORC BOT CHORC WEBS REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8 Max Horz 2=171(LC 10) Max Uplift 2=-490(LC 10), 10=-555(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3040/1319, 3-4=-2805/1267, 4-5=-2149/1052, 7-8=-3315/1512, 8-9=-2809/1223, 9-10=-3033/1317, 5-6=-2116/1062, 6-7=-3835/1789 BOT CHORD 2-16=-1053/2637, 15-16=-813/2264, 13-15=-858/2443, 12-13=-884/2462, 10-12=-1060/2647 WEBS 8-12=-53/371, 5-15=-729/1543, 4-15=-593/376, 4-16=-152/465, 3-16=-292/256, 7-13=-2008/1000, 8-13=-447/1039, 6-15=-1128/594, 6-13=-818/1800 in (loc) I/deft L/d 0.2913-15 999 240 0.6013-15 795 180 0.14 10 n/a n/a 0.25 13-15 999 360 PLATES GRIP MT20 244/190 Weight: 219 lb FT = 0% Structural wood sheathing directly applied or 2-4-13 oc purlins. Structural wood sheathing directly applied or 6-1-3 oc bracing. 1 Row at midpt 6-15 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip COL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=490, 10=555. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 IviiTek,USA, Inc. FL Cert 6634 8904 Parke East Blvd, Tampa FL 33810 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M117473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ®« a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ®®® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trussesand truss systems, see. ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 . Job Truss Truss Type Qty Ply k Sq. Hms./ WELLINGTON - 3096-A T14374302 PSQ3096A-TC F1 GABLE 1 1 FJO Reference (optional) mld-I-lonoa Lumoer, tsanow, I- L. 0-V d. IOU 5 mar I I LU I O IVII I BK IrluuSIIICS, IIIO. — Jun LL I royc 1 I D:tUz5K67YDpGjfBBeryOAgBy31Yo-mhMC_ROlj3MY5LJ H_?km KY_Cj3t4DnCrDBH_Gpz31x_ Scale = 1:44.1 3x6 FP = 3x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 4 4 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 FP = 3x3 24-0-0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 23 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-R Weight: 115 lb FT = 0 % F, 0 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 1-44: 2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flal) REACTIONS. All bearings 26-8-0. lb) - Max Grav All reactions 250lb or less atjoint(s) 44, 23, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30, 29, 28, 27, 26, 25, 24 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FI.33810 Date: June 22,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Bet building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. i Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Mid -Florida Lumber, Bartow, FL. Truss Truss Type PS03096A-TC F1C Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A -- T14374303 1 1 Job Reference o lional - 8.130 s Mar 112018 MiTek Industries, Inc. Fri Jun 22 10:24:48 2018 Page 1. I D: ESm_NpBh2Lu?my3be VcLXEy3lYj-EuvbCn 1 wUN VPjVuTYIF?slWNPTDGyER_SrOXnGz3lwz Scale = 1:21.4 1 -2 3 4 5 6 7 8 9 1 10 11 22 21 20 19 18 17 16 15 14 13 1-4-0 2-8-0 4-0-0 5-4-0 5- 8 6-0-8 6-8-0 6- 8 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 1-4-0 1-4-0 1-4-o 1-4-0 0- -8 0-8-0 0-7-8 0- -8 1-3-1 1-4-6 1-4-0 1-4-0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB, 0.03 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 57 lb FT = 0 %F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-4-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically, signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd; Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll 7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verify the applicability of design parametersandproperly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe k isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryand. property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-AT14374304 PSQ3096A-TC F2 F1r1UOSOsR 13 1 Job Reference (optional) Mla-F ionaa Lumber, banow, t-L. 0-1-8 H 113-0 4x4 = 1x3 = 1x3 - 1 32 31 30 29 1.5x4 II 4x5 = 3x5 - 3x4 = 2 3 I D:LhXTYR8B_60aH Llq PgXPNOy3lYn-j4TzP62ZFgdGKeTf6QmEPz3LxlKhhXs7h Vm4Jiz31vey 1144IScale = 1:46.0 3x3 = 1.3 II 3x6 FP = 3x3 - 3x3 = 3x3 - 3x3 = 1x3 II 3x3 = 3x3 = 3x5 = 4x6 = 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 3x5 = 3x4 = 3x5 = 3x3 = 1x3 II 1x3 II 3x3 = 3xl2MT20HSFP = 3x5 = 4x5 = 3x3 ll 3x5 = 3x3 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017ITP12014 CS1. TIC 0.93 BC 0.96 WB 0.66 Matrix-R DEFL. in (loc) I/dell L/d Vert(LL) -0.77 23-24 >422 360 Vert(CT) -1.06 23-24 >307 240 Horz(CT) 0.13 16 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 143 lb FT = 0%F, 0 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.lD(flat) *Except* except end verticals. 16-20: 2x4 SP No.1(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, WEBS 2x4 SP No.3(flat) Except: 2-2-0 oc bracing: 24-25,23-24,22-23. REACTIONS. (lb/size) 30=992/0-7-8, 16=992/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30=-986/0, 15-16=-986/0, 1-2=-996/0, 2-3=-2670/0, 3-4=-3941/0, 4-6=-4875/0, 6-7=-4875/0, 7-8=-5377/0, 8-9=-5533/0, 9-10=-5384/0, 10-11=-4892/0, 11-12=-4892/0, 12-13=-3969/0,13-14=-2707/0, 14-15=-1041/0 BOT CHORD 28-29=0/1931, 27-28=0/3390, 26-27=0/4476, 25-26=0/5216, 24-25=0/5533, 23-24=0/5533, 22-23=0/5533, 21-22=0/5229, 19-21=0/4499, 18-19=0/3422, 17-18=0/1974 WEBS 15-17=0/1386, 1-29=0/1353, 14-17=-1297/0, 2-29=-1301/0, 14-18=0/1019, 2-28=0/1027, 13-18=-995/0, 3-28=-1002/0, 13-19=01761, 3-27=0/767, 12-19=-737/0, 4-27=-744/0, 12-21= 0/535, 4-26=0/542, 10-21=-458/0, 7-26=-464/0, 10-22=-34/378, 7-25=-29/382, 9-22=- 491/178,8-25=-498/171 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This Item has been 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No, M869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 22, 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Tir k* is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the Mtom' ei fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 M II J Jab Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374305 PS03096A-TC F3 FLOOR 2 1 Job Reference (optional) Mla-r lonaa LamDer, banow, t-L. 0-1-8 H1 1-3-01 O. I Su 5 ruler I I Lu 10 IVII I ex lnuusules, mu. rti JUII zz lu:L4.0u zu to rage 1 ID:LhXTYR8B_6OaHLIgPgXPNOy31Yn-BG1 LcS3BO_17yo2sf8HTyAcbtHjpQ_nHw9Ves8z3lwx 1 1-3-4 Scale = 1:32.7 3x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 3x4 = 4x6 = 2 3 4 5 6 7 8 9 10 1.5x4 11 4x5 = 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 4x5 = 3x3 11 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.32 15-16 >724 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.44 15-16 >527 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 101 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=105610-7-8, 11=1056/0-3-8 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1050/0, 10-11=-1050/0, 1-2=-1028/0, 2-3=-2650/0, 3-4=-3669/0, 4-5=-4172/0, 5-6=-4172/0, 6-7=-4172/0, 7-8=-3688/0, 8-9=-2683/0, 9-10=-1073/0 BOT CHORD 18-19=0/1986, 17-18=0/3288, 16--17=0/4024, 15-16=0/4172, 14-15=0/4036; 13-14=0/3313, 12-13=0/2028 WEBS 10-12=0/1429, 1-19=0/1397, 9-12=-1328/0, 2-19=-1333/0, 9-13=0/911, 2-18=0/923, 8-13=-875/0, 3-18=-887/0, 8-14=0/522, 3-17=0/530, 7-14=-484/0, 4-17=-494/0, 7-15=-178/514, 4-16=-168/524 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Liie'PE No. 34669 MiTek USA, Inc. FL Cert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date.. June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design 1s based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r, n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374306 PSQ3096A-TC F4 FLOOR 1 1 Job Reference o tional vio-vionaa Lumber, tsanow, VL. 0-1-8 H ' 13-0 - i 4x4 = 1x3 = 1x3 = 3x3 = 3x3 = 1 2 3 0 9 O. 1— J IwGI I I LV 10 ry an J, I D:gl5rinBplQ WQvV KOzN2evcy3lYm-fTbjgo4pnit_ayc2DrpiUO8muh349SSQBpFBOaz3lww 1-5-12 Scale = 1:28.8 3x3 = 3x3 = 3x3 = 3x3 = 4x6 = 4 5 6 7 8 1a 11 1A 11 19 11 10 1.5x4 II 4x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 4x4 = 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.20 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) 0.27 13-14 >755 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 90 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=930/0-7-8, 9=930/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-924/0, 8-9=-924/0, 1-2=-891/0, 2-3=-2255/0, 3-4=-3009/0, 4-5=-3248/0, 5-6=-3021/0, 6-7=-2282/0, 7-8=-930/0 BOT CHORD 16-17=0/1720, 15-16=0/2763, 14-15=0/3248, 13-14=0/3248, 12-13=0/3248, 11-12=0/2782, 10-11=0/1755 WEBS 8-10=0/1238, 1-17=0/1211, 7-10=-114710, 2-17=-1153/0, 7-11=0/733, 2-16=0/744, 6-11=-695/0, 3-16=-706/0, 6-12= 0/417, 3-15=0/424, 5-12=-515/29, 4-15=-526/18 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No, 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 22, 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.747J rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 j Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096- AT1437433096A-TCr F5 FLOOR 4 1 Job Reference o tional ' mia-t-lonaa Lumber, earcow, rL. 0-1-8 HI 1i I JV s Mal I I LV 10 Ivu I CK if luub"Jus, Illu. r I I Jun zz IU. L9 AL zu 10 rdyd I I D:gt5rinBplQ WQvVKOzN2evcy3lYm-7f95184RYb?rB6B EnZKxl bhse4MHutZaNT_lwl z3lwv 1-2-4 _I Scale = 1:34.7 3x3 = 3x5 = 3x3 = 3x6 FP = 1x3 II 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 2 3 4 5 6 7 8 9 10 11 1.5x4 11 4x5 = 3x5 = 3x3 = 3x3 = 1x3 11 3x3 = 3x8 MT20HS FP = 3x5 = 4x5 = 3x3 11 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.40 17-18 >611 360 MT20 . 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT) 0.55 17-18 >446 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.08 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 107 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.1 D(flat) *Except* except end verticals. 12-16: 2x4 SP No.t(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, WEBS 2x4 SP No.3(flat) Except: 2-2-0 oc bracing: 18-19,17-18. REACTIONS. (lb/size) 23= 1121/0-7-8. 12=1 121/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1113/0, 11-12=-1114/0, 1-2=-1096/0, 2-3=-2854/0, 3-5=-3995/0, 5-6=-4685/0, 6-7=-4685/0; 7-8=-4603/0, 8-9=-4030/0, 9-10=-2887/0, 10-11 =-1 147/0 BOT CHORD 21-22=0/2122, 20-21=0/3554, 19-20=0/4431, 18-19=0/4685, 17-18=0/4685, 15-17=0/4462, 14-15=0/3578, 13-14=0/2169 WEBS 11-13=0/1526, 1-22=0/1490, 10-13=-1421/0, 2-22=-1427/0, 10-14=0/999, 2-21=0/1018, 9-14=-961/0, 3-21=-973/0, 9-15=0/629, 3-20=0/613, 8-15=-600/0, 5-20=-606/0, 8-17=-43/382, 5-19=-97/636, 7-17=-440/230 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No, U869 MITek USA, lna. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mi%kR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job stries Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374308 PSQ3096A-TC F6 FLOOR 2 1 Job Reference (optional) EAITvle! d Inc Fri Lin 99 10:24:53 2018 Pane 1 Nnu-f lunud LUrIIUCI. OGI IUW, rL. — .iv 3 .a, .. .. . .-.. .. .,.... __ . _._ ..__ __ ._ _ _ I D:13fDz79RWkeH WfvD W4alSpy3lYl-boU FU53Jv7ipGmRLGrAZpD7?UrtdSBjc7 k1 STz31wu 13--0 1512 Scale = 1:23.1 3x3 = 3x3 = 3x3 = 3x3 3x6 = 1 3x6 = 2 3 4 3x6 5 6 7 15 14 12 11 10 9 8 3x3 II 3x3 = 3x3 = 3-1 0-3-1 6-6-0 6-6-0 LOADING psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 TCDL 10.0 Lumber DOL 1.00 BC 0.37 BCLL 0.0 Rep Stress Incr NO WB 0.19 BCDL 5.0 Code FBC2017/TP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 3x6 = 3x3 = 1x3 II 1x3 11 3x3 = 3x3 II DEFL. in loc) I/dell Lid PLATES GRIP Vert(LL) 0.02 10 999 360 MT20 244/190 Vert(CT) 0.03 10 999 240 Horz(CT) 0.01 16 n/a n/a Weight: 76 lb FT = 0%F, 0 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 8=645/Mechanical, 16=326/0-7-8, 13=803/0-7-8 Max Grav 8=645(LC 1), 16=370(LC 8), 13=837(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-644/0, 1-16=-365/0, 1-2=-297/0, 2-3=-484/0, 3-4=-78/336, 4-5=-261/38, 5-6=-513/0, 6-7=-280/0 BOT CHORD 14-15=0/545, 13-14=0/397, 12-13=-336/78, 11-12=0/513, 10-11=0/513, 9-10=0/513 WEBS 7-9=0/373, 6-9=-317/0, 1-15=0/396, 2-15=-345/0, 4-13=-482/0, 3-13=-497/0, 4-12=0/400, 5-12=-415/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-16=-10, 1-7=-100 Concentrated Loads (lb) Vert: 7=-291 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 22,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss.systems, see ANSlfTPl1 Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374309 PSQ3096A-TC F6A FLOOR 1 1 Job Reference (optional) Mid-Florda Lumber, Bartow, FL. 1-3-0 1 3x6 = 23.13U s Mar 11 zU18 MI I eK Industries, Inc. t-n Jun zz lu:Z4:o4 zu18 rage 1 I D:13fDz79R WkeH WfvDW4atSpy3lYl-32HsSg6h4DFZRQLduzMP60mJzu7yMg7tqnTr?vz3lwt 0-9-4 i Scale = 1:23.3 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 2 3 4 5 6 7 3x6 8 15 14 13 12 11 10 9 3x3 II 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = - 3x5 = 3x3 II 14-0-4 14-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.10 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.13 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) -0.03 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 76 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1048/Mechanical, 16=757/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 8-9=-1042/0, 1-16=-751/0, 1-2=-736/0, 2-3=-1723/0, 3-4=-2148/0, 4-5=-2148/0, 5-6=-2148/0, 6-7=-1723/0, 7-8=-736/0 BOTCHORD 14-15=0/1385, 13-14=0/2034, 12-13=0/2148, 11-12=0/2034, 10-11=0/1385 WEBS 1-15=0/980, 8-10=0/980, 2-15=-902/0, 7-10=-902/0, 2-14=0/471, 7-11=0/471, 3-14=-432/0, 6-11=-432/0, 3-13=-82/343, 6-12=-82/343 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. . 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform loads (pI0 Vert: 9-16=-10, 1-8=-100 Concentrated Loads (lb) Vert:B=-291 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius .Lee 'PE No.34860 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL,33610 Date.' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design intothe overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-AT14374310 PSQ3096A-TC F6C FrIu0sR 1 1 Job Reference (optional) Mla-rlonaa LUMDer, banow, rL. I 1-3-0 3 1x3 II 3x3 3x3 = 1 x3 1 2 3 4 O. —5M 1 11-1Own1—u --"a ry , aV, q p ID:13fDz79RWkeHWfvDW4atSpy3lYl-XEgEgA7JrWNQ2ZwpShtefEJT71Wp51L03RDPXMz3lws i 3x4 = 3x3 II 1x3 3x3 5 6 7 8 3x3 = 9 Scale = 1:22.0 3x6 = 10 3x6 = 3x3 = 3x3 = 3x6 = 3x3 = 3x3 = 3x3 = 3.3 II 6-2-7 6-0-2 4-0 1-6-0 i 2-9-0 -3-2 4-3-13 4 6- 5-9-2 5-1 -19 6 4- 2 13-0-4 4-0 1-6-0 1-3-0 03-6-2 1-0-11 0-2- 1-3-0 0-1- 0-2- 6-7-8 0-1-8 0-2-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.57 Vert(LL) -0.02 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.03 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) -0.01 18 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 75 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 7-3-8 except Qt=length) 18=0-7-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) 13 Max Grav All reactions 250 lb or less at joint(s) 11, 12, 13, 14 except 18=1177(LC 3), 15=1599(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1269/0, 3-4=-1269/0, 4-5=-1269/0, 5-6=0/568, 6-7=0/568, 7-8=0/568 BOT CHORD 17-18=0/1048, 16-17=0/1269, 15-16=0/718, 14-15=-568/0, 13-14=-295/0 WEBS 2-18=-1396/0, 9-13=-282/0, 8-13=01273, 8-14=-444/0, 6-15=-448/0, 2-17=0/351, 5-16=0/755, 5-15=-1697/0, 4-16=-464/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 13. 3) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 5-8-0 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) This item has been Vert: 11-18=-10, 1-6=-353, 6-10=-100 electronicall si ned andJ9 sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No 94669 MiTek USA, Inc. FL Ceirt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek° is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ni Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374311 PSQ3096A-TC F7 FLOOR 12 1 Job Reference (optional) Mid-Flonda Lumber, Harlow, FL. I 1-3-0 3x6 = 1 3x3 II 3x3 = 2 o. IJU s iviar I I Lu to NII I eK Illuubu ICb, mu. r1I Jun zz iu..G4:J0 zu Io rdge I I D:13fDz79R WkeH WfvDW4atSpy3lYl-OQOclVJ7ycgVHgj VOOOOtBRrfFipFq IJ915yy3oz31wr I 0-11A 01MI Scale = 1:21.4 3x3 = 1x3 II 3x3 = 3 4 5 3x3 = 6 3x4 = 1x3 = 71 x3 = 3x4 = 3x3 = 1.3 II 3x3 = 3x3 = 3x4 = 1.3 II 17 yo Y 16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0. Plate Grip DOL 1,00 TC 0.41 Vert(LL) 0.07 11 999 360 MT20. 244/190 TCDL 10.0 Lumber DOL ' 1.00 BC 0.58 Vert(CT) 0.10 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-R Weight: 69lb FT=O%F,0%E. LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=694/0-3-8, 8=694/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-689/0, 7-8=-688/0, 1-2=-665/0, 2-3=-1520/0, 3-4=-1794/0, 4-5=-1794/0, 5-6=-1510/0, 6-7=-637/0 BOT CHORD 13-14=0/1247, 12-13=0/1794, 11-12=0/1794, 10-11=011762, 9-10=0/1225 WEBS 7-9=0/ 866, 1-14=0/886, 6-9=-818/0, 2-14=-809/0, 6-10=0/396, 2-13=0/388, 5-10=-350/0, 3-13=-432/0, 5-11=-139/259 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6'strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.' 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FLCert6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll 7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .. MiTek` is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII-Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374312 PSQ3096A-TC F8 FLOOR 9 1 Job Reference (optional) mld-l-lonaa Lumber, Bartow, F L. I 1-3-0 4x6 = 1 3x3 II 4x5 = tS.13U s mar 11 zuib MI I eK Inaustrles, Inc. r-ri Jun zz ia:z4:oo zu to rage t I D:mGDcATA3H 1 m88oU P4o56_l y31Yk-OQOctW7ycgVHgj VOOOOtB RraVilMghD915yy3oz3lwr 1-4-4 0-hB Scale = 1.32.7 3x4 = 3x3 = 3x3 = lx3 II 3x3 = 3x3 = 3x3 = 2 3 4 5 6 7 8 1x3 ll tx3 = 4x4 = 1x3 = 9 10 22 0 Y 21 3x4 = 3x3 = 3x3 = 1x3 II 3x3 = 3x3 = 4x4 = 3x4 = 19-7-4 19-7-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.71 Vert(LL) -0.33 15 >712 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.45 15 >519 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 102 Ito FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=1061/0-3-8, 11=1061/0-7-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1054/0, 1-2=-1078/0, 2-3=-2699/0, 3-4=-3710/0, 4-5=-4215/0, 5-6=-4215/0, 6-7=-3999/0, 7-8=-3251/0, 8-9=-1923/0 BOT CHORD 18-19=0/2038, 17-18=0/3331, 16-17=014067, 15-16=0/4215, 14-15=0/4215, 13-14=0/3760, 12-13=0/2718, 11-12=011 100 WEBS 9-11=-1495/0, 1-19=0/1436, 9-12=0/1146, 2-19=-1335/0, 8-12=-1106/0, 2-18=0/918, 8-13=0/741, 3-18=-880/0, 7-13=-708/0, 3-17=0/526, 7-14=01458, 4-17=-497/0, 6-14=-545/83, 4-16=-172/532 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital. Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cart 6634 004 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not rc a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire knisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r- o. i ou s mar 1 1 Zu I o Nn I eK Inbusirles, Inc. rn uun ZZ I U:Z4:o/ 4u 10 rage 1 I D:mGDcATA3H 1 m88oU P4o56_l y31Yk-Udy_4S8aM8d8lt4Ca6w6kfOOJ59HZBIJXIi VcEz3lwq 1-5- 0-1F - 0-h8 Scale = 1:32.7 3x3 = 3x3 = 3x6 = 3x3 = 2 3 4 5 Job Truss Truss Type city Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374313 PS03096A-TC F8A FLOOR 1 1 Job Reference (optional) Mltl-F loncla Lumber, Bartow, FL. r 1•3•0 3x6 = 1 20 19 17 16 15 14 13 - 12 3x3,= 1x3 = 3x3 = 1x3 II 3x3 = 3x3 = lx3 = 6 7 8 9 10 3x3 II 3x3 = 3x3 = 3x6 = 3x5 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = lx3 II 23 0 22 6-9-12 19-7-4 - 6-9-12 12-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) 0.07 13-14 >999 360 MT20 , 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) 0.10 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 105 lb FT = 0 %F, O%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 or, bracing: 19-20,18-19,17-18, REACTIONS. (lb/size) 21 =1 70/0-3-8, 11=588/0-7-8, 18=1364/0-3-8 Max U lift 21=-79(LC 4) P Max Grav 21=295(LC 3), 11=598(LC 4), 18=1364(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-291/82, 10-11=-591/0, 2-3=-247/439, 34=0/1047, 4-5=0/300, 5-6=-832/0, 6-7=-1250/0, 7-8=-1250/0, 8-9=-1214/0, 9-10=-531/0 BOT CHORD 19-20=-244/385, 18-19=-661/82, 17-18=-1047/0, 16-17=0/448, 15-16=0/1250, 14-15=0/1250, 13-14=0/1359, 12-13=011023 WEBS 4-18=- 878/0, 1-20=-155/283, 2-19=-377/0, 3-19=0/413, 3-18=-749/0, 10-12=0/722, 4-17=0/ 995, 9-12=-683/0, 5-17=-920/0, 9-13=01266, 5-16=0/552, 6-16=-589/0, 8-14=-271 /83 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Juliug. LeaPE No, 9869 MiTek ( 1SA, Inc. FL Ced 6634, 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall = building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTpik° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 - Job Truss Truss Type Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374314 PS03096A-TC F9 FLOOR Qty 1 1 Job Reference (optional) wim-riunua wmoer, oai tuw, rL. 0-1-8 H' 11 i 3x5 = 2 1 D: ESm_NpBh2Lu?my3beVcLXEy31Yj-ypWMl B9C7 RI_v1 f07pRLGsxwXVOOIbISIPR38gz3lwp n-FA soleScale = 1:33.6 4x4 = lx3 ix3 = 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 1x3 = 3 4 5 6 7 8 9 10 1.5x4 II 4x5 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 1x3 II 25 0 24 45 = 1.5x4 II 20-0-0 20-0-0 Plate Offsets (X Y)-- f 1:Edge 0-1-81 f 10 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1_00 TC 0.74 Vert(LL) -0.35 15-16 >669 '360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.48 15-16 >487 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a BCDL 5.0 Code FBC2017TTP12014 Matrix-R Weight: 104 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15=16. REACTIONS. (lb/size) 21=1079/0-7-8, 11 =1 079/0-7-8 FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-21=-1072/0, 10-11=-1073/0, 1-2=-1052/0, 2-3=-2724/0, 3-4=-3784/0, 4-5=-4361/0, 5-6=-4361/0, 6-7=-4298/0, 7-8=-3794/0, 8-9=-2721/0, 9-10=-1053/0 BOT CHORD 19-20=0/2035, 18-19=0/3382, 17-18=0/4172, 16-17=0/4361, 15-16=0/4361, 14-15=0/4187, 13-14=0/3378,12-13=0/2036 WEBS 10-12=0/1431, 1-20=0/1430, 9-12=-1367/0, 2-20=-1367/0, 9-13=0/952, 2-19=0/957, 8-13=-914/0, 3-19=-916/0, 8-14=0/578, 3-18=0/559, 7-14=-547/0, 4-18=-540/0, 7-15=-85/330, 4-17=-132/506, 6-15=-344/206 NOTES- (3) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No 3069 MiTek USA, Inc. FLCert6634 6904Parke East Blvd, Tampa FL33610 Date' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not A a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.' Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r_. Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374315 PS03096A-TC FT1 FLOOR 1 Job Reference (optional) Mid-I-londa Lumber, Bartow, I-L. b.lsu s mar it zu1t3 ml IeK maustnes, Inc. t-n dun zz lu:z4:*u zu1C rage 1 ID:NJeA50DOZzYPKzVhozPTsy3W1z-Q?41VXAqultrXBEahXyap4T5cvzvl Cec_3Bcg7z3lwo 3-5-8 3-5-8 1 4x4 = 5 6 2 2x4 II Scale = 1:9.4 4 1.5x4 II 3 44 = LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.00 4 360 MT20 . 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 39 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied: or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=1407/Mechanical, 3=879/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-4=-1399/0, 2-3=-871/0 NOTES- (6) 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 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) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1056 lb down at 0-8-0, and 1056 lb down at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 This Item has been Uniform Loads (plf) electronically signed and Vert: 3-4=-5, 1-2=-50 sealed by Lee, Julius, PEConcentratedLoads (lb) Vert: 5=-1056(F) 6=-1056(F) using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee'PE No. *869 MiTek 11SA; Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610' Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ®®®® e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - Nil' a truss. system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 7} GGiiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M (Pi kR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hal WELLINGTON - 3096-A T14374316 PSQ3096A-TC FT2 FLOOR 1 2 Job Reference o tional mia-rlonoa Lumoer, Bartow, FL. 1 4x4 = 4 1.5x4 II 3-5-0 u.l u 5 mar I I LU is Ivu i eK II IUU5111e5, MU. t-11 Jul GG 1v. 0— —10 rage I ID:NJeA50DOZzY P KzVhozPTsy3 Wjz-uCe7jtBSf3?i9 LpnF ETpM HOKDJJ8mful DiwACZz3lwn 5 2 2x4 II 3 4x4 .= Scale = 1:9.4 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.00 4 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 38 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=421/Mechanical, 3=681/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-413/0, 2-3=-673/0 NOTES- (5) 1) 2-ply truss to be connected together with 1Od (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 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) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-4=-5, 1-2=-50 Concentrated Loads (lb) Vert:5=-930 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 6634. 6904 Parke East Blvd. Tampa FL33810 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall > '}' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fl IP'L isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the , • 1 r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374317 PSQ3096A-TC G1 FLAT 2 qJ Job Reference o tional Mlo-rlonaa Lumber, darlow, t-L, 0.1au s Mar I I zu Id Nb I etc mausmes, Inc. rn dun zz 1u:zo:u I zulo rage I I D:ESm_NpBh2 Lu?my3be VcLXEy3lYj-MOC VwDB4Q M7ZmV Nzpy_2uVZWEj UAV?CvRMgjl?z3lwm t -2-0-2 3-10-7 1 5-8-13 7-7-3 9-5-9 11-3-14 13-4-0 2-0-2 1-10-6 1-10-6 1-10-6 1-10-6 1-10-6 2-0-2 Scale = 1:22.4 2x4 1 5x8 = 1.5x4 4x4 = 1.5x4 I 5x8 = 2x4 2 3 4 5 4x4 = 6 7 8 16 2x4 It bxa = 2x4 II 2x4 II Sxe = 2x4 11 9 4x4 = 4x4 = 5-8-13 7-7-3 9-5-9 11-3-14 LOADING (psf) SPACING- 1-4-0 CS'_ DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.12 12-13 999 360 TCDL 10.0 Lumber DOL 1_00 BC 0.73 Vert(CT) 0.16,12-13 958 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 218 lb FT = 0% TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=2794/0-7-8, 9=2794/0-7-8 Max Uplift 16=-762(LC 4), 9=-762(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-405/118, 1-2=-520/142, 2-3=-7271/1982, 3-4=-7271/1982, 4-5=-8876/2420, 5-6=-7271/1982, 6-7=-7271/1982, 7-8=-520/142, 8-9=-405/118 BOT CHORD 15-16=-1207/4424, 14-15=-1207/4424, 13-14=-2420/8876, 12-13=-2420/8876, 11-12=-2420/8876, 10-11=-1207/4424, 9-10=-1207/4424 WEBS 2-16=-4390/1197, 2-14=-872/3202, 3-14=-543/164, 4-14=-1805/493, 5-11 =-1 805/493, 6-11=-543/164, 7-11=-872/3202, 7-9=-4390/1197 NOTES- (9) 1) 3-ply truss to be connected together with 1 Od (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-8-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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 376-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 16=762,9=762. 8) Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 13-4-0; 7-0-0 from 0-0-0 to 13-4-0 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-8=-311(F=-244),9-16=-118(F=-111) This item has been electronically signed and sealed by Lee, Julius, 'PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Ino. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll 7473`rev. 1010312015 BEFORE USE. egy Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system- Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall l° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing j i. ° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r r fabrication, storage, delivery, erection ano bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374318 PSQ3096A-TC G2 FLAT 1 Job Reference o tional Mla-rlonaa LUmDer, tda Row, rL. o. i -1m 1 cn nwwu, ,... , „ ..,i - -,.. .-y.. I D:ieKMb9CJpMsN6eoCD7a4Sy31Yi-ImJF LvD Ly_NHOoXMwMO Wzwemj W81 zg4Bvg9gpuz3lwk 1 2-8-0 5-2-4 7-8-8 10-1-2 12-5-13 14-10-7 17-3-2 1 19-7-12 22-2-0 1 24-8-4 27-4-4 2-8-0 2-6-4 2-6-4 2-4-10 2-4-111 2-4-10 2-4-t o. 2-4-10 2-6-4 2-G-4 2-8-0 5x5 = 1.5x4 II 1 2 4x8 = 1.5x4 II 4x8 = 1.5x4 II 4x4 = 5x5 = 4x4 = 3 4 5 6 7 8 9 Scale = 1:46.5 5x8 = 1.5x4 II 6x6 = 10 11 12 24 23 CL 21 Lu 1`J 10 1/ 10 - 11 13 3x4 I 6x8 = 2x4 II 7x8 = 2x4 II 4x4 = 2x4 II 4x8 = 5x5 = 2x4 II 7x8 = 4x4 II THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1 I 62 253 4 24-8-4 0 10 17-- 84--04 05 -10 - 64 228 - -6ILOADING ( psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/dell L/d TCLL 40. 0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.78 18 416 360 TCDL 10. 0 Lumber DOL L00 BC 0.89 Vert(CT) 1.07 18 303 240 BCLL 0. 0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.07 13 n/a n/a BCDL 5. 0 Code FBC2017/TP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 'Except` 13-21: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 24=1243/0-7-8, 13=1639/0-3-8 Max Uplift 24=-344(LC 4), 13=-453(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1067/301, 1-2=-2749/760, 2-3=-2749/760, 3-4=-6948/1921, 4-5=-6948/1921, 5-6=- 9804/2711, 6-7=-9804/2711, 7-8=-10021/2770, 8-9=-10037/2776, 9-10=-9830/2718, 10-11=- 3605/997, 11-12=-3605/997, 12-13=-1370/385 BOT CHORD 23-24=-92/328, 22-23=-1492/5395, 21-22=-1492/5395, 20-21=-2424/8764, 19-20=- 2424/8764, 18-19=-2711/9804, 17-18=-2711/9804, 16-17=-2718/9830, 15-16=- 2051/7415, 14-15=-2051/7415, 13-14=-126/450 WEBS 5- 21=-1956/542, 5-19=-310/1121, 7-17=-64/369, 10-15=-67/294, 1-23=-714/2590, 3-23=- 2831/784, 3-21=-459/1661, 12-14=-931/3376, 10-14=-4076/1128, 10-16=-714/2583 PLATES GRIP MT20 244/ 190 Weight: 296 Ito FT = 0% Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (10) 1) 2- ply truss to be connected together with 1 Od (0.148"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0. 18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=344, 13=453. 8) Girder carries tie-in span(s): 19-6-4 from 0-0-0 to 3-5-0 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 Ito down and 248 lb up at 19-7- 12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE( S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34860 MiTek USA, Inc. FL,urt6634 6904 Parke East Blvd. Tampa FL 33610 Date: WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p iTe k" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 June 22, 2018 a Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374318 PSO3096A-TC G2 FLAT 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-12=-67, 13-24=-7 Concentrated Loads (lb) Vert: 16=-898(F) tt.13U s Mar 11 zUld MI IeK maustfles, Inc. t-n Jun zz lu:z9:uJ zuio rage z I D:ieKMb9CJpfOsN6eoC D7a4Sy31Yi-ImJ FLvDLy_N HOoXMwMO WzwemjW81 zg4Bvg9gpuz3lwk WARNING -..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East. Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374319 PSQ3096A-TC G3 FLAT 1 Job Reference o tional Mla-hlonaa LUMDef, banow, 1-L. " -1 ' . "."-' " ' ' may.. I D:ieKMb9CJpfOsN6eoCD7a4Sy31Yi-nzteYF EzjH W8dy6YU4YI W7 By8wSgiFjL8KuNLKz31wj 2-8-8 5-7-10 8-6-13 11-5-15 14-5-2 11-4-4 t 20-0-12 2-8-8 2-11-2 2-11-2 2-11-2 2-11-2 2-11-2 2-8-8 7x6 = 1.5x4 I 4x8 = 1.5x4 II 1.5x4 I 1 2 3 4 5 Scale = 1:33.9 5x8 = 1.5x4 II 7x6 = 6 7 8 16 9 4x4 II 7x8 = 7x6 = 4x4 = 4x4 = 2x4 7x8 = 4.4 I THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2-8-8 5-7-10 8-6-13 11-5-15 14-5-2 17-4-4 20-0-12 1 1 1 I 2-8-8 2-11-2 2-11-2 2-11-2 1 2-11-2 2-11-2 2-8-8 Plate Offsets (X Y)-- f6 0-4-0 0-3-01 f9 Edge 0-3-81 f 14 0-3-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.32 12-13 >740 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.44 12-13 >538 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 213 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=1204/0-7-8, 9=3276/0-3-8 Max Uplift 16=-333(LC 4), 9=-906(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1043/297, 1-2=-2639/729, 2-3=-2639/729, 3-4=-6263/1732, 4-5=-6263/1732, 5-6=-6263/1732, 6-7=-4085/1129, 7-8=-4085/1129, 8-9=-1564/441 BOT CHORD 15-16=-92/323, 14-15=-1375/4971, 13-14=-1375/4971, 12-13=-1732/6263, 11-12=-1680/6075, 10-11=-1680/6075, 9-10=-146/520 WEBS 1-15=-681/2473, 4-13=-312/112, 8-10=-1050/3806, 6-10=-2094/580, 3-15=-2454/680, 3-13=-375/1359 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.148"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. 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 (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, Cat. 11, Exp B, Encl., GCpi=0.18, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Lee, Julius, PE6) 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 Digital Signature. will fit between the bottom chord and any other members. using a 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this 16=333, 9=906. document are not considered 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at signed and sealed and the 17-4-4, and 1407 lb down and 389 lb up at 19-11-0 on bottom chord. The design/selection of such connection device(s) is the signature must be verifiedresponsibilityofothers. 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. on any electronic Copies. Julius Lee PE No, 34869 LOAD CASE(S) Standard MITek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 6904 Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-8=-100, 9-16=-10 June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTe k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms.1 WELLINGTON - 3096-A T14374319 PSQ3096A-TC G3 FLAT 1 job Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-1407(B) 10=-898(F) 0.1au J Ivldl I I LV 1. IVII I GR IIIUUbU1Ub, IIIU, FII.JU11 LL I V.4" .VY GU 10 rCyC L ID:ieKMb9CJpfOsN6eoCD7a4Sy31Yi-nzteYFEzjHW8dy6YU4YIW7By8wSgiFjL8KuNLKz3ly j WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. dDesignvalidforuseonlywithMiTek® connectors. This design is baseonly upon parameters shown, and, is for an individual building component, not a truss system. Before use, the. building designer must verify the applicability of design parameters and properly incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374320 PSQ3096A-TC G4 FLAT 1 Job Reference (optional) mla-rlonaa Lurnoer, naitow, rL. . .1 -1 ... . I D:ArukoVCxZy8j?GD_Iwepcfy3lYh-F9ROmbEbU be?F6hk2n3_3Lj9SKn6RnwU M_exunz3lwi 2-8-8 , 5-7-10 8-6-13 11-5-15 1 14-5-2 1 174_4 _ 20-0-12 2-8-8 2-11-2 2-11-2 2-11-2 2-11-2 2-11-2 2-8-8 Scale = 1:34.0 5x5 = 1 1.5x4 4x8 = 1.5x,t 4x4 = 5x5 = 48 = 3x4 I 2 3 4 5 6 7 8 16 9 3x4 II 6x8 = 7x6 = 4x4 = 2x4 II 4x8 = 2x4 ll 5x5 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2-8-885-7-10 I 8-6-13 11-5-15 1 14-5-2 17-4-4 20-0-12 2--6 2-11-2 2-11-2 2-11-2 2-11-2 2-11-2 2 8 8 Plate Offsets (X,Y)--I6:0-2-8,0-3-01,114:0-3-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.32 12 743 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) 0.44 12-13 541 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017lTP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 16=1204/0-7-8, 9=1869/0-7-8 Max Uplift 16=-333(LC 4), 9=-517(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-10431298, 1-2=-2641/730, 2-3=-2641/730, 3-4=-6324/1749, 4-5=-6324/1749, 5-6=- 5845/1616, 6-7=-5845/1616, 7-8=-472/132 BOT CHORD 15-16=-92/323, 14-15=-1373/4962, 13-14=-1373/4962, 12-13=-1749/6324, 11-12=- 1749/6324, 10-11 =-1 180/4267, 9-10=-1180/4267 WEBS 1- 15=-681/2474, 3-15=-2443/677, 3-13=-396/1433, 4-13=-316/113, 5-11=-504/202, 6-11=- 307/111, 7-11=-459/1661, 7-10=-171/713, 7-9=-4052/1119 PLATES GRIP MT20 244/ 190 Weight: 213 lb FT = 0% Structural wood sheathing directly applied or 4-6-15 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (9) 1) 2- ply truss to be connected together with 1Od (0.148"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. 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11, Exp B; Encl., GCpi=0. 18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=333, 9=517. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at 17-4- 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 1- 8=-100, 9-16=-10 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cent 6634. 6904 Parke East Blvd. Tampa FI, 33810 Date- June 22, 2018 WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe'CR is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 lllllllllll^ Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLING Mid -Florida Lumber, Bartow, FL. i LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:10=-898(F) TON - 3096-A b.13U s Mar 11 zuib MI I etc Inaustrles, Inc. t-n Jun zz iu:n:UB zuiu Page z I D:ArukoVCxZy8j?GD_Iwepcfy3lYh-F9ROmbEbUbe?F6hk2n3_3Lj9S Kn6RnwU M_exunz3lwi WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HITS./ WELLINGTON - 3096-A T14374321 PSQ3096A-TC G5 FLAT 1 Job Reference o tional mla-rlonaa Lumoer, t3anow, rL. I-. , , - . I- - ,,,-11 . - -- - - I D:ArukoVCxZy8j?GD_Iwepafy3lYh-j L?OzxFDFvmstGGxbVa DbYGF_k8GAAdebeN UQDz3lwh 2-3-5 4-4-14 6-6-8 9-6-6 11-1-14 14-1-12 16-3-6 18-4-15 20-8-4 2-3-5 2-1-9 2-1-10 2-11-14 1-7-8 2-11-14 2-1-10 2-1-9 2-3-5 Scale = 1:36.1 4x4 = 1.5x4 II 48 = 1.5x4 II 44 = 5x5 = 5x6 = 5x10 = 1.5x4 I 7x6 = 1 2 3 4 5 6 7 8 9 10 3x4 11 1 5x8 = 2x4 11 8x10 MT20HS = 2x4 11 2x4 11 5x8 = 2x4 11 7x12 — 5x6 MT20HS 11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1422-333 111-14I 14-1-12 36 18-4-15 1 20--8--542-1-9 2-10 91-- 117-8 2-11-14 231 Plate Offsets (X Y)-- f7 0-3-0 0-3-41 f11:Edge 0-3-81 f17 0-4-12 0-4-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.54 14-15 >450 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.75 14-15 >327 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) -0.08 20 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 339 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, BOT CHORD 2x6 SP No.1 'Except' except end verticals. 11- 17: 2x6 SP DSS BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 1- 20,10-11,10-12,1-19,3-19,3-17,8-12,8-14: 2x4 SP No.2 REACTIONS. ( lb/size) 20=2610/0-3-8, 11=5163/0-7-8 Max Uplift 20=-723(LC 4), 11=-1434(LC 4) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2277/638, 1-2=-5082/1407, 2-3=-5082/1407, 3-4=-14284/3960, 4-5=-14273/3953, 5- 6=-20813/5768, 6-7=-24330/6744, 7-8=-24330/6744, 8-9=-9757/2708, 9-10=-9757/2708, 10- 1 1=-4447/1243 BOT CHORD 19-20=-166/592, 18-19=-2823/10186, 17-18=-2823/10186, 16-17=-5768/20813, 15- 16=-5768/20813, 14-15=-5768/20813, 13-14=-5369/19350, 12-13=-5369/19350, 11- 12=-342/1223 WEBS 5-17=-6901/1916, 6-14=-1025/3694, 7-14=-2429/697, 10-12=-2595/9357, 5-16=-407/1538, 6- 15=-1047/310, 3-18=-58/271, 1-19=-1362/4923, 3-19=-5597/1552, 3-17=-1233/4445, 9- 12=-298/105,8-13=-318/1207,8-12=-10520/2917,8-14=-1508/5458 NOTES- ( 11) 1) 3-ply truss to be connected together with 1Old (0.148" x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and 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 sealed by Lee, Julius, PE plyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated. Cat. B; Encl., using a Digital Signature. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 11; Exp GCpi= 0.18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 4) Provide adequate drainage to prevent water ponding. document are not considered 5) All plates are MT20 plates unless otherwise indicated. Signed and sealed and the 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. signature must be verified 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. On any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) Julius Lee PE No. U869 20= 723, 11=1434. Valk USA, Inc. Fl. Cart 6634 9) Girder carries tie-in span(s): 5-0-0 from 14-1-12 to 20-8-4 6904 Parke East Blvd. Tampa FL33610 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2168 Ito down and 600 to up at Date: 14- 1-12 on top chord, and 1444 lb down and 399 Ito up at .14-1-12, and 649 Ito down and 179 to up at 16-7-8 on bottom chord. The June 22,2018 desian/ selection of such connection device(s) is the resoonsibilitv of others. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not g j a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374321 PS03096A-TC G5 FLAT 1 qJ Job Reference (optional) mla-rlonoa Lumber, tdanow, t-L. LOAD CASE(S) Standard 1) Dead +.Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-100, 7-10=-298, 11-20=-10 Concentrated Loads (lb) Vert: 14=-1444(F) 7=-2168 21=-649(F) o.lau s mar 11 zu Io ml I eK ulousnles, Inc. rn dun zz lu:zo.uo zu to rage z I D:Aruko VCxZy8j?GD_Iwepcfy3lYh-jL?OzxFDFvmstGGxbVa DbYGF_k8GAAdebeNUQDz3lwh WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Tampa, FL 36610 , Job Truss Truss Type Qty Ply Park Sq. Hrri WELLINGTON - 3096-A T14374322 PSQ3096A-TC G6 FLAT 1 Job Reference (optional) mla-rlonaa Lumber, tsanow, t-L. dYf70HJ.^ «2... ID:e1S60rDaKGGaQZ'y-k8cnWOa6ZQjwchgzLb4Xgpe6ZwsbU5z3lwf 3-6-8 6-9-4 i 10-0-0 13-2-12 16-5-8 20-0-0 3-6-8 - 3-2-12 3-2-12 3-2-12 3-2-12 t 3-6- 8 Scale = 1:35. 8 1.5x4 II 4x10 = 1.5x4 II 4x10 = 1.5x4 II 6x8 = 16x8 = 2 3 4 5 6 7 14 ._ ._ 8 6x8 MT20HS I I 7x12 = 2x4 18x10 MT20HS = 2x4 II 7x12 = 6x8 MT20HS I I 3-6-8 6-9-4 10-0-0 13-2-12 16-5-8 20-0-0 3-6-e 3-2-12 3-2-12 3-2-12 3-2-12 3-6-8 Plate Offsets (X Y)-- f8 Edge 0-5-81 f 11 0-5-0 0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.61 11 >385 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.84 11 >280 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.08 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 220 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.1 `Except` BOT CHORD Structural wood sheathing directly applied or 8-11-9 oc bracing. 1-14,7- 8: 2x6 SP No.2, 4-11,2-13,3-12,6-9,5-10: 2x4 SP No.3 REACTIONS. (lb/size) 14=3459/0-7-8, 8=3459/0-7-8 Max Uplift 14=- 976(LC 4), 8=-976(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1- 14=-2861/820, 1-2=-8993/2536, 2-3=-8993/2536, 3-4=-16334/4608, 4-5=-16334/4608, 5-6=-8993/ 2536, 6-7=-8993/2536, 7-8=-2861/820 BOT CHORD 13- 14=-479/1691, 12-13=-4305/15258, 11-12=-4305/15258, 10-11=-4305/15258, 9-10=-4305/ 15258, 8-9=-479/1691 WEBS 4-11=- 999/310, 2-13=-913/287, 1-13=-2142/7602, 3-12=-68/338, 3-13=-6534/1845, 3-11=-316/ 1123, 6-9=-913/287, 5-10=-68/338, 7-9=-2142/7602, 5-9=-6534/1845, 5-11=-316/ 1123 NOTES- (10) 1) 2-ply truss to be connected together with 1 Od (0.148"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. This Item has been 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., electronically signed and GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 Sealed by Lee, JUIIUS, PE 4) Provide adequatedrainagetopreventwaterponding. Digital Signature. 5) All platesareMT20platesunlessotherwiseindicated. using a 6) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature must be verified 14=976, 8=976. 9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 20-0-0 on any electronic copies. 10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Julius Lee PE No, 3069 MiTek USA, Inc. FLCert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always requiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 a Mid -Florida Lumber, Bartow, FL. LOAD CASE(S), Standard Uniform Loads (plf) Vert: 1-7=-344(F=-244), 8-14=-10 Job Truss Truss Type Oty PlyTbJo Parkk Sq. Hms./ WELLINGTON - 3096-A T14374322 PS03096A-TC G6 FLAT 1 optional) a.1 JU s mar -I -I Lu m MI I eK Inoustrles, Inc. rn Jun LL-lu:L9:ua zu io rage L ID:elS60rDaKGGadQoAJe929ty3lYg-fk78OcHTnWOa6ZQJjwrhgzLb4Xgpe6Zw2ysbU5z3lwf WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473. rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe'i is always required for stability and to prevent collapse. with possible personal injury and. property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904. Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r- Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374323 PSQ3096A-TC H1 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jun 22 10:25:09 2018 Page 1 ID:el S6OrDaKGGadQoAJe929ty3IYg-7whXcyl5Yg8Rkj?VHd7wDBunuxBQN WH4Hcc81 Yz3iwe 1-0- 5-8-0 15-0-0 18-4-0 22-4-0 26-4-0 29-9-12 33-0-0 36-3-8 40-0-0 1-0- 0- 5-8-0 9-4-0 3-4-0 4-0-0 4-0-0 3-5-12 3-2-4 3-3-8 3-8-8 -0-0 5x5 = 5x8 = 6 Scale = 1:69.6 4x6 = 21 20 19 18 16 15 2x4 I 7x5 = 4x8 = 4x6 = 8x8 MT20HS = 4x4 = 10x10 = 5x14 5-8-0 15-0-0 18-4-0 22-4-0 26-4-0 29-9-12 33-0-0 40-0-0 5-e-o 94-0 3-4-0 4-0-0 4-0-0 3-5-12 3-2-4 7-0-0 Plate Offsets (X Y)-- 12 0-9-0 Edgel 15 0-2-8 0-2-41 f6 0-6-0 0-2-81 (10 0-4-0 0-1-151 112 0-3-7 0-3-01 117 0-4-0 0-4-81 120 0-3-0 0-4-81 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 0.86 Vert(LL) 0.39 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.79 17 >606 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.18 12 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.40 16-17 >999 360 Weight: 284 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-1 oc purlins. 8-10: 2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or 5-4-6 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 7-18 12-17: 2x6 SP No.1 WEBS 2x4 SP No.2 *Except* 10-15: 2x6 SP No.2, 5-19,6-18,8-16,3-21,6-19,11-15: 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2019/0-3-8, 12=3463/(0-3-8 + bearing block) (req. 0-4-1) Max Horz 2=155(LC 8) Max Uplift 2=-612(LC 8), 12=-1231(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3914/1121, 3-4=-3518/1032, 4-5=-3097/979, 8-9=-6869/2318, 9-10=-6057/2185, 10-11=-6976/2463, 11-12=-7084/2507, 6-7=-3353/1095, 7-8=-5777/1921, 5-6=-2733/905 BOT CHORD 2-21=-1061/3425, 20-21 =-1 061/3425, 19-20=-874/3092, 18-19=-710/2982, 17-18=-1204/4312, 16-17=-2146/6876, 15-16=-2145/6599, 12-15=-2163/6257 WEBS 10-15=-952/2843, 5-19=-366/1095, 6-18=-679/1867, 6-19=-773/310, 9-16=-58/384, 7-17=-979/2770, 9-15=-764/187, 7-18=-2258/903, 8-17=-3115/1164, 3-20=-402/220, 4-20=-82/341, 4-19=-545/290 NOTES- (11) 1) 2x6 SP No.1 bearing block 12" long at jt. 12 attached to front face with 3 rows of 10d (0.148"x3") nails spaced 3" o.c. 12 Total This item has been fasteners. Bearing is assumed to be SP No.1. electronically Signed and 2) Unbalanced roof live loads have been considered for this design. Sealed by Lee, UIIUS, PE 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B; Encl., using a Digital Signature. GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and sealed and the 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Signature must be Verifiedwillfitbetweenthebottomchordandanyothermembers. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) on any electronic copies. 2=612, 12=1231. Julius Lee PE.No. 34869 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2168 lb down and 824 lb up at MiTek USA, Inc. FL Cert 6634 33-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd, Tampa 1`03610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: 11) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job s Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374323 PSQ3096A-TC FH1U HIP 1 1 Job Reference o tional " hmo-Flonoa Lumber, Bartow, rL. LOAD CASE(S), Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 8-10=-60, 10-13=-60, 2-12=-20, 6-8=-60, 5-6=-60 Concentrated Loads (Ib) Vert:15=-2168(F) a. 1JU 5 MCI I I Lu 10 IVII I erc II IUl LlulJ, mu. rn Jun cc tu.LJ.uu cu to rG61C L I D:e 1 S60rDaKGGadQoAJe929ty3lYg-7whXcyl5Yg8Rkj?V Hd7wDBunuxBQN WH4Hcc81 Yz3lwe WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374324 PS03096A-TC J5 JACK 2 1 Job Reference o tional mla-rlonoa Lumber, tsanow, rL. 1 I D:6DOVD BEC5aORFaN NtLhHh4y3lYf-b7 Evpl I kJ7GHLtZigLe9mOR4sLg56BMD WGLhZ_z3lwd 1-5-0 5-0-0 i 1-5-0 5-0-0 Scale = 1:18.0 o-u-u 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 0.34 Vert(LL) 0.03 2-4 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.05 2-4 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 360 Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=119/Mechanical, 2=308/0-7-8, 4=46/Mechanical Max Horz 2=138(LC 10) Max Uplift 3=-103(LC 10), 2=-103(LC 10) Max Grav 3=119(LC 1), 2=308(LC 1), 4=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing NOTES- (6) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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) except (jt=lb) 3=103,2=103. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE.No.34869 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd, Tampa FL 33616 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p eftbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ey iT[—i k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job ' Truss - Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374325 PS03096A-TC J7 JACK 18 1 Job Reference o tionaf Mid -Florida Lumber, Bartow, FL. 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL-20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 10.0 Lumber DOL 1.25 BC 0.63 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. lb/size) 3=185/Mechanical, 2=382/0-7-8, 4=66/Mechanical Max Horz 2=183(LC 10) Max Uplift 3=-154(LC 10), 2=-119(LC 10) Max Grav 3=185(LC 1), 2=382(LC 1), 4=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 6.1JU s Mar 11 zuibi MI I ex moustrles, Inc. rn Jun zz lU2o:11 zultf rage 1 I D:6DOVDBEC5aORFaNNtLhHh4y3lYf-3JoHOeJM3RO8z18u02AOlcz7mix?rdcNlw5F5Qz3lwc DEFL in loc) I/defl Ud Vert(LL) 0.12 2-4 688 240 Vert(CT) 0.23 2-4 344 180 Horz(CT) 0.00 3 n/a n/a Wlnd(LL) 0.00 2 360 Scale = 1:22.8 PLATES GRIP MT20 244/190 Weight: 25 lb. FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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) except Qt=lb) 3=154, 2=119. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33m, Date:,, June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hni WELLINGTON - 3096-A T14374326 PSQ3096A-TC VT JACK 4 1 Job Reference o tional mla-rlonaa Lumber, t3anow, I-L. ID:Fly9OS3jSoTztxHGwd 1 Leiy3Wjv-YVMfE_K_glW?bBj4ylhdrpWKy8M7a1 nWzagodtz3lwb r -1-5-0 2-3-8 7-0-0 1-5-0 2-3-8 1-0-0 3-8-8 v III LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 8 999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.16 8 499 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.09 8 857 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=204/Mechanical, 2=48810-7-8, 6=11o/Mechanical Max Horz 2=151(LC 10) Max Uplift 5=-75(LC 10), 2=-116(LC 10), 6=-8(LC 10) Max Grav 5=204(LC 1), 2=488(LC 1), 6=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-610/177, 3-4=-676/285 BOT CHORD 2-9=-340/529, 8-9=-424/671, 7-8=-241/365 WEBS 3-9=-437/305, 4-8=-2961536, 4-7=-375/247 Scale = 1:22.8 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 9-1-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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) 5, 6 except (jl=lb) 2=116. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee'PE.No. 34869 MiTek USA, Inc. FL Cert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss ype Qty Pl7JO k Sq. Hms./ WELLINGTON - 3096-A TMONO T14374327 PSQ3096A-TC KJS TRUSS 1 Reference (optional) Mla-I, lonaa Lumber, tSanow, t-L. a.ISV s mar 11 Ladd Iwl IeK Inaustnes, Inc. rn Jun LL IU:LJ:IL LUIt$ rage 1 I D:6DOVDBEC5aORFaN NtLhHh4y31Yf-YV MfE_K_gl W?bBj4ylhdrp WRG8Fea3h Wzagodtz3lwb i -1-5-0 3-9-5 7-0-14 1-5-0 3-9-5 3-3-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 2x4 = 7-0-14 SPACING- 2-0-0 CSI- DEFL. in loc) I/defl L/d Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.12 2-6 668 240 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.25 2-6 327 180 Rep Stress Incr NO WB 0.08 Horz(CT) 0,00 5 n/a n/a Code FBC2017fTP12014 Matrix-P Wind(LL) 0.01 2-6 999 360 BRACING - Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=90/Mechanical, 2=385/0-7-8, 5=164/Mechanical Max Horz 2=140(LC 4) Max Uplift 4=-62(LC 4), 2=-182(LC 4), 5=-56(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-312/127 BOT CHORD 2-6=-197/252 WEBS 3-6=-272/212 NOTES- (6) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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, 5 except (jt=lb) 2=182. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. MR MiTek.USA, Inc. FL•Cert 6634, 004 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verd, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev..1010312015. BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - . Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HmsJ WELLINGTON - 3096-A T14374328 PSQ3096A-TC KJ7 MONO TRUSS 3 1 Job Reference o tional Nim-rlonua Lumoer, nariuw, rL. -.1. . —,. ,.,,, , „.,,.,, « _..... . ID:bQatRWFgstWlsjxZR3CWEIy31Ye-UuUQfgLEMMmjgUtT3Aj5wEbhLy_s2vVpRuJv lz3lwZ 5-2-4 1 9-10-13 i 1-5-0 5-2-4 4-8-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:22.5 i.bx4 11 b 2x4 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.62 BC 0.49 WB 0.38 Matrix-R DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORD BOTCHORD in loc) I/dell Lid 0.02 6-7 999 240 0.08 6-7 999 180 0.01 5 n/a n/a 0.03 6-7 999 360 PLATES GRIP MT20 244/190 Weight: 42 Ito FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 9-11-1 oc bracing. REACTIONS. (lb/size) 4=252/Mechanical, 2=429/0-7-8, 5=377/Mechanical Max Horz 2=226(LC 4) Max Uplift 4=-190(LC 4), 2=-158(LC 4), 5=-117(LC 8) Max Grav 4=261(LC 18), 2=429(LC 1), 5=377(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-798/176 BOT CHORD 2-7=-350/730, 6-7=-350/730 WEBS 3-7=0/271, 3-6=-793/380 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 4=190,2=158,5=117. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-60 Trapezoidal Loads (plf) Vert: 8=0(F=30, B=30)-to-4=-148(F=-44, 8=44), 2=-2(F=9, B=9)-to-5=-49(F=-15, B=-15) I_. — This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No, 34869 MiTek USA, Inc. FL Cert 6634. 6964 Parke East Blvd. Tampa FL M10 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not z a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 V Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374329 PSQ3096A-TC KJ7T MONO TRUSS 2 1 Job Reference (optional) mia-tlonoa Lumber, bartow, t-L. - o.lou 5 iviar I Ito to Ivu I eK nuubuies, nic, rn Jun cc iu:ca. ia cu io rdye i I D:jyWXEo4LD5bgV5sSULZaAwy3 Wju-y42os?Ms7guaSeSfduEKTSBpsMEnnl EyfY3 SEBz3lwY 1-5-0 3-2-14 4-7-14 7-11-6 9-10-13 1-5-0 3-2-14 1-5-0 3-3-8 _ 1-11-7 1 2x4 9-10-13 Scale = 1:21.4 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rTP12014 CSI. TC 0.83 BC 0.83 WB 0.60 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) -0.15 8-9 >747 240 Vert(CT) -0.39 8-9 >294 180 Horz(CT) 0.08 7 n/a n/a Wind(ILL) 0.15 . 8-9 >772 360 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 SP No.2 *Except* 'BOT CHORD Structural wood sheathing directly applied ors-O-15 oc bracing. 7-9: 2x4 SP DSS WEBS 2x4 SP No.3 REACTIONS.. (lb/size) 6=407/Mechanical, 2=544/0-7-8, 7=379/Mechanical Max Horz 2=170(LC 8) Max Uplift 6=-118(LC 8). 2=-111(LC 8), 7=-77(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-892/38, 3-4=-2420/436 BOT CHORD 2-10=-171/800, 9-10=-198/935, 8-9=-519/2140 WEBS 3-10=-574/146, 3-9=-395/1574, 4-9=-138/775, 4-8=-2195/532 NIOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.16; MWFRS (directional); 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 alive 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) 7 except.(jt=lb) 6=118,2=111. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been electronically'signed and LOAD CASE(S) Standard sealed by Lee, Julius, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 using a Digital Signature. Uniform Loads (plf) Vert: 1-11=-80 Printed copies of this Trapezoidal Loads (plf) document are not considered Vert: 11=O(F=40, B=40)-to-6=-198(F=-59, B=-59), 2=-2(F=9, B=9)-to-10=-16(F=2, B=2), 10=-16(F=2, B=2)-to-9=-23(F=-2, signed and sealed and the B=-2), 9=-23(F=-2, B=-2)-to-7=-49(F=-15, B=-15) signature must be verified on any electronic copies. Julius Live PE No. W69 MiTek USA, Inc. FL Cart 6634. 6904 Parke East Blyd Tarnpa FL 33610 Date:' June 22,2018 WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with,MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ - -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374330 PSQ3096A-TC KJ68 MONO TRUSS 1 1 Job Reference (opt mia-t-lonaa Lumber, banow, rL. ID:bQatRWFgsIWlsjxZR3CWEly31Ye-Oiwl RKLcb2esCLIHWTCsN12XRYfKJTGgCEaMAJz3lwa 1-5-0 4-4-5 9-0-14 1 5 0 4-4-5 4-8-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:21.1 2x4 = 5 3x4 = SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.02 6-7 999 240 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.07 6-7 999 180 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a Code FBC2017/TP12014 Matrix-R Wind(LL) 0.02 6-7 999 360 BRACING - PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=230/Mechanical, 2=377/0-7-8, 5=295/Mechanical Max Horz 2=192(LC 4) Max Uplift 4=-172(LC 4), 2=-146(LC 4), 5=-82(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-695/154 BOT CHORD 2-7=-304/641, 6-7=-304/641 WEBS 3-6=-680/323 NOTES- (7) 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone, 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) 5 except (jt=lb) 4=172, 2=146. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-60 Trapezoidal Loads (plf) Vert: 8=0(F=30, B=30)-to-4=-136(F=-38, B=-38), 2=-2(F=9, B=9)-to-5=-45(F=-13, B=-13) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee 'PE. No. 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I i Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374331 PSQ3096A-TC L1 HIP 1 1 Job Reference (optional) mlo-l-ionoa Lumber, bartow, FL. B.13u s mar 11 zu -Its mi IeK mousrrles, Inc. Ffl Jun zz lu:zo: it) zui is rage 1 I D:C84wR85_Pjh7FRf224pj7y3 Wjt-QHcA4LNUuzOR3o 1 sBbIZ?fgxCmZo WgG6uCoOmez3lwX 3-7-12 7-0-0 11-3-12 15-7-8 1 18311-12 22-4-0 26-2-4 30-0-8 $1-0-q 1--%O 34-4-q 3-7-12 3-4-4 4-3-12 4-3-12 3 4 3-4-4 3-10-4 3-10-4 1-0-0 2-3-8 Scale = 1:59.0 3x4 19 6x6 = 4x8 = 1.5x4 11 4x10 = 6x8 MT18HS = 6.00 12 3 4 20 5 216 18 17 16 3x4 = 3x8 = 5x5 -121200 12 uxlu — 12 5x5 \\ 3x6 = 11-3-12 15-7-8 6-7- 22-4-0 30-0-8 1-0- 33-4-0 7-0-0 4-3-12 4-3-12 -0-0 5-8-8 7-8-8 1-0-0 2-3-8 Plate Offsets (X Y)-- f3 0-5-4 0-2-01 f6 0-5-8 0-2-41 f8 0-1-12 0-0-141 f13 0-6-2 Edge], (16:0-2-4 0-2-01 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 0.98 Vert(LL) -0.24 13-14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.65 13-14 >607 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.30 19 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Wind(LL) 0.20 13-14 >999 360 Weight: 207 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-11: 2x4 SP No.1 D BOT CHORD Structural wood sheathing directly applied or 5-8-0 oc bracing. BOT CHORD 2x4 SP No.1 `Except' WEBS 1 Row at midpt 5-16 16-19,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-13,9-13: 2x4 SP No.2 REACTIONS. (lb/size) 10=1745/0-3-8, 19=1650/0-3-8 Max Horz 10=-98(LC 8) Max Uplift 10=-362(LC 10), 19=-316(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1906/693, 3-4=-2204/838, 4-5=-2204/839, 5-6=-2960/1075, 6-7=-3092/1073, 7-8=-6532/2243, 8-9=-6628/2206, 9-10=-3221/1040 BOT CHORD 18-19=-436/1320, 17-18=-486/1650, 16-17=-777/2519, 15-16=-1003/3262, 14-15=-843/2736, 13-14=-1186/3484, 12-13=-109713210, 10-12=-969/2761 WEBS 2-18=-76/540, 3- 18=-263/90, 3-17=-297/945, 4-17=-291/132, 5-17=-555/181, 5-16=-2027/655, 5-15=- 595/2030, 6-14=-207/727, 7-14=-914/414, 7-13=-983/2886, 9-13=-1111/3353, 9-12=- 1959/660, 2-19=-1850/636, 6-15=-78/412 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0. 18; MWFRS (directional) and C-C Exterior(2) zone;PC for members and forces & MWFRS for reactions This item has been shown; Lumber DOL=1.60 plate grip'DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Lee, JUIIUS, PE 4) All plates are MT20 platesunlessotherwiseindicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 10=362,19=316. signature must be verified on any electronic copies. Julius Lee PE No: W69 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 22,2018 WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473. rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not tl a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HITS] WELLINGTON - 3096-A T14374332 PSQ3096A-TC L2 HIP 1 1 Job Reference (optional) Ivua-rlonoa wrnael, DdROW, rL. ,. ,.,.— ,^,,,.,,-- I D:3c8FesFSd Be9UlVN_mjlmVy3lYd-MfjwV 101QbG9J6BEl0o 144mMUZF6_hl PM WH7rWz31wV 4-94 9-0-0 16-8-0 24-4-0 28-6-12 33-4-0 34-4-Q 4-9-4 4-2-12 7-8-0 7-8-0 4-2-12 4-9-4 1-0-0 5x5 = 3 1.5x4 I 4 5x5 = 5 Scale = 1:56.5 4x4 = 12 11 10 9 4x4 = 3x4 = 3x4 = 3x8 = 30 = 9-0-0 16-8-0 24-4-0 I 33-4-0 9-0-0 7-8-0 7-8-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1 25 TIC 0.68 Vert(LL) 0.16 10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.35 1-12 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.15 10 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1321/Mechanical, 7=1392/0-3-8 Max Horz 1=-106(LC 11) Max Uplift 1=-327(LC 7), 7=-360(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2486/1064, 2-3=-2246/959, 3-4=-2480/1117, 4-5=-2480/1117, 5-6=-2237/949, 6-7=-2468/1045 BOT CHORD 1-12=-840/2168, 10-12=-648/1958, 9-10=-640/1951, 7-9=-819/2147 WEBS 3-12=-61/405, 3-10=-290/710, 4-10=-489/300, 5-10=-293/716, 5-9=-56/400 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0% Structural wood sheathing directly applied or 2-11-1 oc purlins. Structural wood sheathing directly applied or 6-4-6 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.0psf, h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=327, 7=360. 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jithe Le,a PE No. M869 MITek,USA, Inc. FLCert6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1Z J 7 W Job Truss ype Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A FHIP T14374333 PSQ3096A-TC L3 1 1 Job Reference o tional mla-t- onaa Lumber, taartow, 1-L. ts.lau usmariizuiumexInaustrles, Inc. t-n Jun zz iu:zo:tu zuits rage 1 ID:3c8FeSFSdBe9Ut1M_ mjlmVy3lYd-grHJiNPNBu00xGIQsjJGdl IZZzbXjCGYaAt g Nzz3lwU i 5- 9-4 11-0-0 16-8-0 22-4-0 27-6-12 33-4-0 34-4-1) 5-9- 4 5-2-12 5-8-o 5-8-0 5-2-12 5-9-4 1-0-0 Scale = 1: 56.5 5x5 = 3 1. 5x4 II 5x5 = 4 5 is io v+ I 10 4x4 = 3x4 = 3x4 = 3x8 = 3x4 = 4xa 8- 7- 4 16-8-0 24-8-12 33-4-0 LOADING (psf) TCLL 20. 0 TCDL 10. 0 BCLL 0. 0 BCDL 10. 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2- 0-0 CSI. DEFL. in loc) I/dell L/d Plate Grip DOL 1.25 TIC 0.53 Vert(LL) 0.17 9-10 999 240 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.33 9-10 999 180 Rep Stress Incr YES WB 0.21 Horz(CT) 0.11 7 n/a n/a Code FBC2017/ TP12014 Matrix-R Wind(LL) 0.11 :' 10 999 360 PLATES GRIP MT20 244/ 190 Weight: 164 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 6-4-2 oc bracing. REACTIONS. (lb/ size) 1 =1 321 /Mechanical, 7=1392/0-3-8 Max Horz 1=-125(LC 11) Max Uplift 1=-349(LC 10), 7=-384(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, TOP CHORD 1-2=-2470/1063, 2-3=-2235/994, 3-4=-2008/954, 4-5=-2008/954, 5-6=-2224/983, 6-7=- 2456/1048 BOT CHORD 1-12=-831/2150, 10-12=-568/1760, 9-10=-564/1756, 7-9=-814/2134 WEBS 2- 12=-308/276, 3-12=-164/474, 3-1 0=-1 70/465, 4-10=-351/219, 5-1 0=-1 71/469, 5-9=- 151/468, 6-9=-297/265 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=349, 7=384. 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. I$ This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lice PE No. 3069 MiTek USA, Inc. FL Cert 8634. 6904 Parke East BI4d: Tampa FL 33818 Date: June 22, 2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MiTek(& connectors This design is based only upon parameters shown, and is for an individual building component, not tl a truss system. Before use, the building,designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374334 PS03096A-TC L4 HIP 1 1 Jab Reference o tional Mla-rlortaa Larnoer, uaitoW, rL. v.,w a,.,a, , , r-.. ,.. I D:3c8FesFSdBe9Ut Wl_mjlmVy3lYd-J2rhvjQ7yCXtYPKdO RgV9VdeNxbSdKh pgmDwPz3lwT 6-9-4 13-0-0 16-8-0 20A-0 26-6-12 33-4-0 6-9-4 6-2-12 3-8-0 3-8-0 6-2-12 6-9-4 Scale = 1:57.1 5x5 = 1.5x4 5x5 = 3 4 5 lL 1J 14 II 10 ID iv a 3x4 = 3x4 = 3x4 = 3x4 = 3x8 = 3x4 = 0 16-8-0 24-8-12 1 33-4-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1 25 Rep Stress Incr YES Code FBC2017rTP12014 CSI. TIC 0.64 BC 0.86 WB 0.35 Matrix-R DEFL. in Vert(LL) -0.18 Vert(CT) -0.34 Horz(CT) 0.10 Wind(LL) 0.13 loc) I/defl L/d 9-10 >999 240 9-10 >999 180 7 n/a n/a 1-12 >999 360 PLATES GRIP MT20 244/190 Weight: 170lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-3-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1321/Mechanical, 7=1392/0-3-8 Max Horz 1=-144(LC 11) Max Uplift 1=-371(LC 10), 7=-406(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2441/1056, 2-3=-2263/1066, 3-4=-1681/853, 4-5=-1681/853, 5-6=-2252/1054, 6-7=-2447/1043 BOT CHORD 1-12=-813/2118, 10-12=-491/1601, 9-10=-489/1598, 7-9=-799/2104 WEBS 2-12=-365/323, 3-12=-294/615, 3-10=-98/329, 5-10=-99/332, 5-9=-280/602, 6-9=-357/314 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;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, with BCDL = 10.Opsf. This Item has been 6) Refer to girder(s) for truss to truss connections. electronically. Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) sealed by Lee, Julius, PE1=371, 7=406. 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34669 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374335 PS03096A-TC M1 MONO HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jun 22 10:25:21 2018 Page 1 I D:8 WCgsg6E WO_PMYa 19T6HoYy3NQr-nEP373Rdj WfkAZvp_8LkijOgnnFiBxVr2 U WnSrz3lwS 17-8-8 2-3-8 3-3-8 8-1-12 13-0-0 15-0-0 16-8-8 17-0- 20-0-0 2-3-8 1-0-0 4-10-4 4-10-4 2-0-0 1-8-8 0-3- 2-3-8 0-8-8 Scale = 1:34.0 2x4 II 8x8 = 4x4 = 17 2x4 II 18 5 6x8 = 14 12.00 112 3x10 = 6x6 = 2-3-8 3-3-8 8-1-12 13-0-0 15-0-0 1 16-8-8 1 17-8-8 1 20-0-0 2-3-8 1-0-0 4-10-4 4-10-4 2-0-0 1-8-8 1-0-0 2-3-8 Plate Offsets (X Y)— 15:0-5-4 0-3-01 17:0-6-3 Edgel 18:0-3-8 0-0-01 113:0-2-8 Edgel LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.13 10 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.32 9-10 >736 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.20 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(ILL) 0.16 10 >999 360 Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x8 SP No.1 "Except' TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, 1-5: 2x6 SP No:2 except end verticals. BOT CHORD 2x4 SP No.2 "Except" BOT CHORD Structural wood sheathing directly applied or 6-1-9 oc bracing. 7-12: 2x6 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.1 LBR SCAB 5-8 2x8 SP No.1 one side REACTIONS. (lb/size) 8=1394/0-3-8 (req. 0-3-9), 14=1714/0-3-8 Max Horz 8=-63(LC 8) Max Uplift 8=-458(LC 8), 14=-643(LC 4) Max Grav 8=1588(LC 14), 14=1941(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-4537/1473, 6-7=-5087/1580, 7-8=-584/134, 2-3=-2196/729, 3-4=-4064/1338, 4-5=-4066/1336 BOT CHORD 11-12=-762/2285, 10-11=-1384/4232, 9-10=-1551/4926, 7-9=-1551/4926, 12-13=-451/1389,13-14=-344/1034 WEBS 5-10=-102/648, 4-11=-673/333, 3-11=-645/1995, 3-12=-1471/557, 2-12=-924/2786, 2-13=-877/310, 2-14=-2032/679, 6-9=-75/330, 6-10=-856/227 NOTES- 1) Attached 7-11-13 scab 5 to 8, front face(s) 2x8 SP No.1 with 2 row(s) of 10d (0.148"x3") nails spaced 9" o.c.except : starting at 4-7-1 from end at joint 8, nail 2 row(s) at 7" o.c. for 3-3-2; starting at 2-2-12 from end at joint 8, nail 2 row(s) at 3" o.c. for 2-0-0. This item has been 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. electronically signed andII; Exp B; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE3) 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. using a Digital Signature. 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 Printed Copies of this will fit between the bottom chord and any other members. document are not Considered 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and thecapacityofbearingsurface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified 8=458, 14=643. on any electronic copies. 8) Girder carries hip end with 7-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. Julius. Lee PE No. U869 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 712 lb down and 297 lb up at MiTek USA; Inc. FL Ceft 6634.. 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610; 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: June 22,2018 LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ®" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HITS] WELLINGTON - 3096-A T14374335 PSQ3096A-TC M1 MONO HIP 1 1 Job Reference (optional) Mla-r1000a LDmDer, t3arlOW, rL. ID:BWCgsg6EWOV PMYal9T6HoYy3Wjr'nEP373RdjWfkAZvp_BLkijOgnnFiBxVr2UWn$rz3lWS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 5-7=-40, 7-8=-51, 1-5=-134(F=-94), 7-12=-34(F=-24), 12-13=-34(F=-24), 13-14=-34(F=-24) Concentrated Loads (lb) Vert: 5=-513(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 YI Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374336 PSQ3096A-TC M2 MONO HIP 1 1 Job Reference (optional) Mla-rlonaa LUMDer, Uanow, t-L. 6.13U s Mar i i zuio MI I etc Inousines, Inc. rn Jun zz 1u:zb:zz zU16 Page 1 I D:8 WCgsg6E W0_PMYa 19T6HoYy3VVjr-FQzRKPSFUpnaoj U?XsszFww?EAdmwN E_G8F K_Hz31wR 3-3-8 11-0-0 16-8-8 1 171 8 1-0-021-0-0 3 3 8 7-8-8 5-8-8 1-0-0 2-3-8 1-0-0 Scale = 1:35.8 3x4 = 3x4 = 1 2 5x6 MT20HS = 14 3 13 6x8 // 12.00 112 5x5 - 3x4 = 1.5x4 11 2-3-8 , 3-3-8 17 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 0.89 Verl(LL) 0.13 9-10 999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.33 9-10 718 180 MT20HS 187/143 BCLL 0.0 '- Rep Stress Incr NO WB 0.97 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-R Wnd(LL) 0.13 9-10 999 360 Weight: 118lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, BOT CHORD 2x4 SP No.2 *Except`except end verticals. 9-11: 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 5-2-2 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 3-11 4-10: 2x4 SP No.2 REACTIONS. (lb/size) 13=98310-3-8, 6=1080/0-3-8 Max Horz 6=-176(LC 10) Max Uplift 13=-261(LC 6), 6=-220(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-983/358, 1-2=-450/161, 2-3=-825/283, 3-4=-1735/567, 4-5=-4009/1500, 5-6=-1838/532 BOT CHORD 11-12=-355/1160, 10-11=-575/1491, 9-10=-1436/3361, 8-9=-751/1845, 6-8=-643/1549 WEBS 1-12=-380/1054, 2-12=-1749/572, 2-11=-319/1190, 3-11=-732/320, 3-10=-92/530, 4-10=-1870/866, 4-9=-392/1094, 5-9=-937/2187, 5-8=-1152/483 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=5ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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) All plates are MT20 plates unless otherwise indicated. 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 thebottom 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 Qt=lb) 13= 261. 6=220. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE.No:3469 MiTek USA, Inc. FL Celt 6634, 8904 Parke East Blvd. Tampa FL 33610, Date: June 22,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. , Design valid for useonly with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a a, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into. the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTeiC is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 - i Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374337 PS03096A-TC N1 MONO HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 6.13u s Mar 11 zu -I b MI I ex IIMUSOIU5, Inc. nI dull « , :23 aye ID:?_F?3Y Hi9outjBg86BIDswy3lYb-jdXpYIStF7vRPt3C5ZNCn8TLBaOHfyn8 Vn?u Wkz3lwQ i 3-5-12 6-5-0 , I-u-u 3-5-12 2-11-4 0-7-0 1.5x4 = 3x4 = 3x10 II 4x4 =4 Scale = 1:23.2 3-5-12 3-5-12 6-5-0 7-0-0 2-11-4 0-7-0 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wlnd(LL) 0.02 4-5 >999 360 Weight: 79 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 3-4: 2x4 SP No.2 REACTIONS. (lb/size) 1=2315/0-3-8, 4=2168/Mechanical Max Horz 1=75(LC 8) Max Uplift 1=-862(LC 8), 4=-843(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3083/1131, 3-4=-319/137 BOT CHORD 1-5=-1063/2734, 4-5=-1063/2734 WEBS 2-5=-968/2621, 2-4=-3059/1190 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.148"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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 6) Refer to girder(s) for truss to truss connections. sealed by Lee, Julius, PE7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 1=862, 4=843. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 306 lb down and 116 lb up at Printed copies of this 6-5-12 on top chord, and 1222 lb down and 465 lb up at 1-0-12, and 1313 lb down and 499 lb up at 3-0-12, and 1374 lb down and document are not considered 522 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Signed and Sealed and the 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Julius Lee PE No.34869, Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-3=-30, 1-4=-10 6964 Parke East Blvd, Tampa FL 33616 Concentrated Loads (lb) Date: Vert: 6=-306(F) 7=-1222(B) 8=-1313(B) 9=-1374(B) June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 sl J Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-A T14374338 PSQ3096A-TC P2 KINGPOST 4 1 Job Reference (optional) Mla-Flon0a LumDef, banow, FL. o.IJu s iviar I I zU 1a IVll l ex muustnes, Inc. rrl Jun zz IU:zo:z4 zu to rage 1 I D:6DO VDBEC5aORFaN NtLhHh4y31Yf-Bp5Cl4T WOR 1111 eOfHvRKLOQT_PnOV?HkRkR3Az3lwP 1-0-0 - 6-8-0 13-4-0 1-0-0 6-8-0 6-8-0 Scale = 1:23.7 4x6 = 3 3x4 = 1.5x4 II _ 3x4 = LOADING (psf). TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD . 2x4 SP No.2 WEBS 2x4 SP No.3 I 6-8-0 13-4-0 6-8-0 6-8-0 SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.52 Ver1(LL) -0.05 4-5 >999 240 MT20_ 244/190 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.11 4-5 >999 180 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a Code FBC2017ITP12014 Matrix-R Wind(LL) 0.04 4-5 >999 360 . Weight: 49 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=594/0-3-8, 4=519/Mechanical Max Horz 2=73(LC 9) Max Uplift 2=-175(LC 10), 4=-122(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/363, 3-4=-773/361 BOT CHORD 2-5=-228/619, 4-5=-228/619 WEBS 3-5=0/309 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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. 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 (jt=lb) 2=175, 4=122. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee'PE 140134669 MiTek USA; Inc. FL Cert8634 6904 Parke East Blvd'; Tampa FL 33610 gate:' June 22,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. _ - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the. building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek« is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hal WELLINGTON - 3096-A T14374339 PSQ3096A-TC V1 KINGPOST 1 1 Job Reference (optional) mla-i-tunua Lumael, oznww, 1L. I D:XoidrCG4OVmO615xYTE_Jjy31Yc-f?eazQ U8mk99fBDa D_QgsZYg BOgM7zQRz5U_bcz3lwO 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14.9 4x4 = 2 v a 4 2x4 % 1.5x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=139/8-0-0, 3=139/8-0-0, 4=270/8-0-0 Max Horz 1=33(LC 10) Max Uplift 1=-58(LC 10), 3=-64(LC 11), 4=-52(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FGCert 6634 6904 Parke East Blvd. Tampa 1`03610 Date:' June 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 a I Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0Tl6" I For 4 x 2 orientation, locate plates 0- 'n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved e MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ENSUfTE OPT. go U 1 10 co C 1 U U YE C 1 8 Gil V 1 U U U CJ3CJ3 CJ5CJS H3 E3 E4 E5 E6 E6 E7 E8 E9 E10 HGUS26-2 H1 L4 CJ5 S26 zL3 CJ3 L2 U U 1 -——--— M2 CJS M1 RAY G. CJ3 1CJSTCT CJ3T J3T V co C 1 V FIN 3-PLY G5 I 8-0-0 B I 20-0-0 13-4-0 6-8-0 ENDED CAFE II 11--I GARAGE 14-8-0 B 20-0-0 B I B 6-4-0 B I.0 1 a -a - o UMNT- 7FG1 PARK SQ / WELLINGTON 3096 - A /TRAY CLG. /CAFE Floor Loading Roof Loading Account: 4 - HUS26 1-PLY HGR 5 - THA422 FLR HGR TC Live: 40.00 psf TC Dead: 10.00 psf TC Live: 20.00 psf TC Dead: 20.00 psf Job: PSQ3096A-TC Designer: M 5 -HGUS26-2 2-PLY HGR 1 - THAC422 CONCEALED FLANGE FLR HGR BC Live: 0.00 psf BC Dead: 5.00 psf TC Stress Inc: 1.00 BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 25.00 Checker: Date: 06-22-18 BC Stress Inc: 1.00 BC Stress Inc: 25.00 Spacing: variable Spacing: 2- 0- 0 o.c. RECORD COPY i City of Sanford uiig and Fire Prevention Product Approval Specification Form nSANFORDPermit #' # Project Location Address qR As required by Florida Statute 553..842 and Florida Administrative Code 9N-3,. please provide the information and product approval number(s) on the building components listed below if'they are to be utilized on the construction project for which you are applying, for a building', permit.. We, recommend that you contact your -local product supplier should you not know the product approval number for any` of the applicable listed products. Be aware that.windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.fioridabuildihg.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. f I Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. 'Exterior Doors Swinging Therma - Tru ' Single Door FL8871.5 Sliding - MI Windows and Doors Series 420 Alum SGD -2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL152179.20. Roll U Automatic Other 2. Windows Single Hung Mt Windows & Doors, Series GA 185 Aluminum SH FL17499 2 Horizontal Slider Casement Double Hung Fixed Mt Windows & Doors Series GA 185 Alum Picture Fixed 171-15349.1' Awning Pass Th'rou `h Projected Mullions M1 Windows'& Doors 5764 Verical Alum Mullion FL 1,5353.2 Wind Breaker Dual Action Other June 2014 n o I Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD, Asphalt Shingles / Cambridge FL70061 Underlayments Warrior Roofing 16 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing" E.P.S. Roof Panels Roof Vents Other June 2014 2 i Category/Subcategory. Manufacturer Product Florida Approval #' Description (include decimal 5. S h utters Accordion Bahama Colonial Rollu Equipment Other 6.. Skylight5 Skylights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/ Freezers Concrete Admixtures Precast Lintels, Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products FFIorid, Building Code Online littps;Uwww.floridabuildiDg.org/pr/pr_app_dtl.aspx?parani=Nv7`iRVX n WE Y t a`3, 'z Z b S r y t` r s 3 ? €a ll #. x e4., f,p..». ,;aa rertiix BQS H me : Log Tn: UserrRegistrationHot Topics SubmilSurcharge Stats la Pacts Publicatiors FBC Staff BCLS Site Map Links Search ...; f` Product Approval USER: Public User Procuc Apprpvalkt- nu > Pioiuctor.ngi,htAUD115eaKrh>A_pplx-atrurs.L t> Application Detail. - FL # FL8871- RB= Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru'Corporation Address/Phone/ Email 118 Industrial Drive Edgerton, CH 43517 419)299= 1740 rickw@rwbldgconsuitants.com Authorized Signature Vivian Wright rickw@rwbidgeonsu ltants, com Technical Representative. Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance MethodEvaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida license PE- 43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan J. King, RE. Validation Checklist -. Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) FL887,_R8 COI_ tb,) C rti iCaly of ,S,noepeid_ence.odf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635: 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 1 of 4 4/ 15/2018, 4:50 PM Flofda E3uilding Code Online https://www floridabuilding.org/pr/pi'_app dtl,aspx?param=wGEVX... Equivalence of Product Standards CertifiedBy Florida Licensed 'Professional Engineer or Architect F( RR7: i,.T_R6_E uiv : b gi iyalgn r f',S+andard p;1 Sections from the Code Product Approval Method Method I Option Date Submitted 10/17/2017 Date Validated 10/17/2017 Date Pending FBC Approval 10/19/2017" Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3% x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door X} - inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ. Yes FL$8 71 R8 _d1 .,th) Inst Rr371 1.pd€ Approved for' use outside HVHZ: Yes Verified By. Lyndon F. Schmidt, RE, 43409 Impact Resistant* Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871_R$ AE fb}_Eyat 8871 1 pdt specific Model and for any other additional use limitations Created by Independent Third Party: Yes j and installation instructions: 3 . __ ,.... .:_. ........_3 j- 8871.2 b. "ClassicCraft" or "ClassicCraft 3"6 x 8'0 "Impact" Opaque Fiberglass Single_ Door (X)"- Rustic" Series Inswing or Outswing Limits of Use Installation Instructions I Approved for use in HVHZ: Yes FL8871 R8_II (bl Inst #0,71.2.pdr Approeved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, RE. 43409' . Impact Resistant: Yes Created by•IndependentThird Parley: Yes Design Pressure: N/A Evaluation Reports Other: See INST 88712 for Design Pressure Ratings by FL8871_R8_AE^(bj E al f3b71.?.p if specific Model and for any otheradditional use limitations Created by Independent Third Party: Yes and installation. instructions. 8871.3 c "ClassicCraft" or "ClassicCraft T6 x 8.'0 "ImpacC".Opaque Fiberglass Single Door with , Rustic" Series Sidelite (OX or XO) Inswing or Outswing Limits of Use Installation, Instructions Approved for use in HVHZ: Yes FL8871_R8_1I_(b) Inst i36 j1 3.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 i Impact Resistant:' Yes Created by,Independent Third Party: Yes Design Pressure: N/A; Evaluation Reports Other: See INST 88713 for Design Pressure Ratings by. FL8831,_R£3 AE,.r(b} Eval_8871.3 df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this productapprovai requires the use of "Y' part numbers for these sidelites, which have been stained or painted within six months of installation;.) 8$71: 4 d. "ClassicCraft" or "ClassicCraft i T6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use I Installation Instructions Approved for use in HVHZ: Yes 1 RB_II_(u) Inst 8871.4.odf Approved for use outside HVHZ: Yes Verified By; Lyndon F. Schmidt, P.E: 43409`, Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports' Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE_(b) Eval 8871Apdf l specific Model and for any other additional use limitations Created by Independent Third Party:: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites,' this product approval requires the use of "I" part numbers.for`these sidelites, which have been 2 of 4 4/ 15/2018, 4:50 PM Florida Building Code Online llttps:L/www:Eloridabuildiiig.org/pr/pr_app c3tl.aspx?param-wvFVX',;,.. stained or painted wit months of installation.) 8971.5 e. "FiberClassic or "SmoothStar" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ; Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.5 for Design Pressure Ratings by. specific Model and for any otheradditlonal use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.6 for Design Pressure Ratings by specifiic Model and for any other additional use limitations and installation instructions. (For FiberClassic and SmoothStar sidelites,'.this product approval requires the use: of 'T' part numbers for these sidelites; which have been stained or painted within six months or installation.) 8871.7 g. "FiberClassic" or "SmoothStar" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A other: See INST 8871.7 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic "SmoothStar", ClassicCraft" or "ClassicCraft Rustic" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside:HVHZ: Yes' Impact Resistant., Yes Design Pressure: N/A Other: See INST 8871.8 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. 8871.9 i. "FiberClassic'; "SmoothStar'; ClassicCraft" or "ClassicCraft Rustic" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design, Pressure: N/A Other: See INST 6871.9 for Design Pressure Ratings by specific Model and for any other additional use limitations, and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "Y part numbers for these sidelites which have been stained or painted within six months of installation.) 310,x'8'0 "Impact" Opaque Fiberglass Single Door (X) Inswing or Outswing Installation Instructions FL8871,_ R8—I1_(b InstM71.5 pdf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE,,(b) Eval, F3871 5.,ptlf Created by Independent Third Party: Yes 3'0 x 8'0 "Impact' Opaque Fiberglass Single Door with Sidelite;(OX or XO) - Inswing or Outswing, Iation Instructic Verified By: Lyndon F. Schmidt, P.E. 43409+ Created by Independent Third Party: Yes Evaluation Reports FL8871_8 AE_(b) Eva.l.._t3871.6,pdf Created by Independent Third Party: Yes 3'0 x 810 "Impact" opaque Fiberglass Single Door with Sidelites (0)(0) - Inswing or 0utswing Installation instructions F1887 R8 lI____(b, Inst 8$71.7.pdf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE_(b) Fval 887I.7;pd-f Created by Independent; Third Party: Yes 6'0 x 810 "Impa.ct" Opaque Fiberglass Double Door (XX) Inswing or Outswing' , Installation Instructions FL8871 RB .I:I, (b) Insti387I.8,pd° Verified By: Lyndon F.'Schmidt, P.E. 43409 Created by Independent; Third. Party: Yes' Evaluation Reports FI8871 R8,_AE_(b) Ev 1:8871.8.,pdf' Created by Independent Third Party: Yes 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with Sidelites,(OXXO) - Inswing or Outswing installation Instructions FL887.1,_R8 I:_(b) Inst:887t.9:,df Verified By: Lyndon Fr Schmidt, P.E. 43409 Created by Independent Third Party' Yes rs; r, (NExk€ I:- —.:.: 3 of by Independent Third Party: Yes Flotida Biiilding Code Online https://www.floridabuilding.org/pr/pr_app_dtl,aspx?param-wGEVX... pntaf, §QS i3talr Stone ko—d FL 3Z3 --99 Phg-ni. MA42—IV4 The State of Ron& is an AA/EEO employer Copy !1t.2007 1 -2013 State dfbjida.:: 2LhLa9;y.$.jlgjgfIgri&t :: Acces at:: Refund Statemen Under Florda.ilaw, ennalladdresses are public records. if you do not want,youre-mail address released In response to.a public -records request, do not send. electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you (rave questions, please contact 8.50.487.1395. *Pursuanitto 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 ( they have, one. The emalts provided maybe used for officia . I communicationmmunication with the licensee. However email addresses are publjc'record: If you do not "h 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 chick here.. Product Approval Accepts: WN RE IM Credit Card Safe I 4 of 4 4/l 5/2018, 4t 50 PM GENERAL NOTES Thisproduct has been evaluated and is incomplicnce with the 61h :difion (2017) Florida Building Code (FBC) structural requirements including the "High YelocityHurricane .Zone" (HVHZ). 2. Product anchors shag be as listed and spaced 'as shown ondetails. Anchor embedment to base material shall be beyond wall dressing or stucco. 3: When used in the "HVHT' the opaque door complies with Section 1626 of the.Florida Building Code and does not require an impact resistant covering: The non -impact sidelite musk beprotected-withan impact resistant coverings complyingwith Section 1626 of the FBC. 4When used in areas outside of the "HVHT'requiring wind bome debris protection, the opaque door complies with FBC Sections 1609.1. 2& R301.2.1.2 and does not require on impact resistant covering. The opaque door meets missile level D" and includes. Wind Zone 4 as defined inASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.). The non -impact sidelites must be; protected with an impact resistant covering.complying with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud froming construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing regviiofurther engineering analysis bylicensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors. and all sills used under the sidelites. meet water Infiltration requirements for" HVHP. B. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water inf itratfori requirements for the "FIVHZ'' and shall be installed only in non-hobitabie areasor at. habitable locations protected by. an overhang or canopy such that the. angle between the edge; of canopy or overhang to sill Is less than45 degrees. TABLE OF CONTENTS SHEET# DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Door panel.deicils ( Smcoth star) 3 Door panel details ( Fiber clossic) _ 4 11 ell a panel details 5 Horizontal cress sections 6 Yerifaat cross sections'.. 7 Vertical cross sections B Buck and frome anchoring - 2X buck masonry construction 9 Frame anchoring - I buck masonry construction 10 Components &Glazing details Bill of Materials 54. 75" MAX. O. A. FRAME WIDTH Cis 37.75" MAX. _ 1550" MAX.: .•• FRAME WIDTH FRAMVE WIDTH ,•.• jr36.00"MAX. 13: 75' MAX. PANELwIDTHPANEL WIDTH i_ l z. w r z' ; x O z o "v O P j t OVERALL DESJGN" PRESSURE (PSF) DOOR TYPE SWING FRAME POSITIVE NEGA77VE DIMENSION INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH OUTSWING 54.75" x 96.50" 65.0' 65.0 STAR INSWING 54.75" x 98.001 60.0 60.4. FIBER: OUTSWING 54.75" x 96.50- 65.0 65.0 CLASSIC See Sheet 10for design pressure limitations. 0 v C z° zr: IFS 3 NING Na.. tt. FL- 8871.6 0 DOOR PAN 40, Smooth?tar DETAIL A -A Panel reinforcement t.18" 2 ( d C 1LI el M R HINGE 5711E • 80TfOM EXTERIOR INTERIOR 2 VERDCAL.CROSS SEC17ON lll,2 eEW 5ad° Cc a OD a d,m 4 m E 4 3a 0 , o zzNJQOno f 2 I F!—8871.6 I ei DECAILA-A -j AOORPANEL 60'-. Fiberc:Ossic' 0.00000000000000 0000.0000 O-. a00o.o00. 64 g00v00000000000 i b3 000000000000000• 000000a0 66. a000000 000aoc00o0c000 00000000 a 0000.00 noac0OOOO.Oo OCO000 eOiOC4. oo-oOoU° 4`iL ao0oo000 0000.00.0 28'.867.OPEN: icooO000Lo 0000.000 AREA.MAk 6500000o-00 0000000oac00000 DEfAII A -A Panel rehforcement a z MIM.- 1 L. 62. TOP ttAl! 63 LOCK 571LE Ez HiNGESTtLE BOTTOMRAI! EXTERIOR INTERIOR: 2 VERTICAUCROSS SECTION, 3 FL-8871.0 d 4 59' _ 649" MAX. D.L.Or 4 72 57 EXTERIOR 5Z: 58 6B 48 N > : z° rc m i lszs"MAX PANEL w y`'• sm WIDTH' i o m o N .: z o b9 49 sm 9 m =Wg,°g ora 3dGT. INTERIOR Gt 2b., I(' . 23 V s..d.r :mm a.a: ; Z 1 ° t 'HORIZONTALCROSS SECTION [ 4. ,Joossiccrait:& rustic} G i 'G3 0 d b w 2 G2 d o z d " 4 0 CS ! 3 -4 ' 4 - - EXTERIOR 1NT'ERIOR p EXTERIOR ,INTERIOR :EXTERIOR._ .INTERIOR 6.57 MAX. D.L.O. n 0,72 7 67 G2 FxrERIOR- G2 ti 67 72 0 69 W 4 m Qo Q 49` SIDEUTE PANEL 70 6Q 26 INTERIOR 26 69 1.53 T S 2 HORtEONTAI CROSS SECTION J / 0 4 (Fber:clossic} z O rorr Part I 57' 6Z` 47Ej 6.7P, MAX. D.LO. rr 4872 72 m EXTERIOR i 47 c o i m NC n STILE ... ,. .. / . '. v n N •-' z n. 7T SdeSte auE 05 22 0849' G3 .ANTERIOR. G3 49 a N.T:S. 23 23 r 73 / 73 73 rn: DWS _ m 3' HORIZONTAL CROSS SECTION% / ce e sr. [FS ; 0 4 , iSmooth tar) rc oruwwc.: . 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION b 1/ERT CAL GROSS SECT/ON FL_8871.6 4_ {Olassc'crafi`&rustic} 4 ' (gib,,classc) 4 (Smooth star) ° 5 73 BOTTOM RAIL weer 4 or T t a 5rdeltte i l O a oTI csiNx l I (TYP'.) a 4 G. 40 2 iL 12 L C it 60 1-114"MM; EMB. (TYP.) t @HORII_ONWTAl CROSS SECTIONOutswing.shown-inswing. y. also approved: I EXTERIOR (1 j EMB..EMB- MW. tYP.) P54 HORIZONTAL CROSS SECTION ShownwllXsutrbuck 2 HORIZONTAL£ROSS SECTION 5 Outsving shown - inswing also approved PHO-RIIONTAL CROSS SECTION tswing shown - Inswing o approved r oz.p.: J L o Jd O JO U gym:I oa NO S: MN: M.G. BY: owS m DPAWM NO:: FL-8871.6 m. sKET 5 or 1_i c: e i- 40 60 10 En s a EXTERIOR INTERIOR CROSS SECTIONoDIVIRIICAL inswingpnprroved EXTERIOR INTERIOR 40 , j0 Y b 1 J r 2 E 2 xg 4 VERTICAL CROSS SECTION b InsWngconiguration. see generalnotessheafl for "tNHr water infiltration requIrements 2 = VER77CAL CROSS SECTION b Shown wllX'sub-buck EXTERIOR INTERIOR i P a tgf y "" w II tA. z M Y INTERIOR EXTE R l* Wtrz I z i r 4''Nyi a't m 10 b0 g Z y o V cw E era u ° p Q: y 2' v, ao p v a i (tQ/ o ;iuur N to 3 VERTICAL CROSS SECTION m or b O iisw ng confiAu ation `` o see general notes sheaf I I for"HVHP water infdtraion regJrements INTERIOR EXTERIOR' c a b YERTICA! CROSS SECTION b VE)MCAL CROSS SECTION. b inswing conigurafion see general notes sheet 1 b see gong configguration see. gen; notes sheet l for" HVHT'water:infdtrotign e a far' HVHZ watarmiltration requiremer is I toFL-- 071.6 ;a n 6 or 11 m 70 EXTERIOR INTERIOR VERTICAL CR90-11 SECTION@17utngsown - inswingaoTppro= 2_ also p EXTERIOR'INTERN 70 6 C2( E 2. C' SECTION4RTICALCROSSSECTIONIVII g A' 7 inwAng.conagagafim 1P z Jr..' ;z INTERIOR fit W z 6 U 5 0 zo co ¢ate Z 01" z 9 c1c EXTERIOR— INTERIOR 2 2 AICROSS.SECTIONV' 1\ 7 Shown Xsu"UCK ~ cc cc 3VER. Ti 0 u VERTICAL SECTION 7 outsying configuration EXTERIOR INTERIOR INTERIOR EXTERIOR DSYV511nlCAI CROSS SICTIOh h, W__ r .."fF gu h." 7hsvAngconfiguraficnD6,4VEITICACI CfiROSI SECTION 0 t _.g g,.V,CTIOII 7 outsmng.configurafion 05/ 22/08 To NTS- ar DWS W. — LFS rL- 8871.6 a 7 OF I I 4 N T_ MASONRY TYP.', HEAD & OPENING, JAMBS 1 { ' t I i 1 SHOWN MULLION FOR X d REFERENCE {i ONLY I p II 1 • MBUCK 0 l M. it 1i BUCK ANCHORING HINGE. CONCRETE ANCHOR NOTES: 1. Concrete anchortacations.at•the comers may be adjusted to maintain the min. edge distance to mortorjoints. 2 Concrete anchor locations noted as 'MAX:. ON CENTER" must be adjusted to maintain the min. edge dLstonce to mortar joints: additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: MIN CLEARANCE: MtN CLEARANCE ANCHOR ANCHOR `. M1N.. ' TO MASONRY ` 70ADJACENT ;: TYPE STZE FAABEDMENT EDGE. ITIN ® l/4"` 11/4 4" 2° TAPCON ELCO ® tJ4" 4.. T r C ULTRACON WOOD SCREW INSTALLATION NOTES c' 1. Maintain a minimum 5/0" edge distance, T"end distance,; & l" spacing of wood screws"to prevent. the spitting of wood. j'•. 7 TYP. HEAD 8 MASONRY N JAMES LY jD l+t OPENING. i 1 FRAME-/ F L TYP. 2X^.BUCK Jv JUION K ]. i 1 F . TYP:SILL TYP.SILL FRAME ANCHORING STRIKE JAMB Masonry2X buck construction HINGE DETAIL LATCH S DEADBOLTDEr'AIL logo 05122108 _ JE: Nr7:S. 5 eY: -Dn m LFS a waao;ero.: m FL-6871.6 00 rr 8 or 71 THIS ANCHOR READ 4- ONLY WHEN DIP > 60.0 PSF T-F -Fl---F J TYP. HEAD & MASONRY J JAMBS OPENING J FRAME CJ TYP. IX BUCK K 1, TYP. SILL HINGE JAMB CONCRETE ANCHOR NOTES: I Concrete anchor locations at the, comers may be adjusted to maintain the min. FRAME ANCHORING Mcsonfy IX buck construction edge distance to. mortar joints. 2. Concrete anchor locations noted as WAX. ON CENTER must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required, to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete.anchor table: ANCHOR . 1ANCRCRV% 14 A &,AM, IN.:;C-fE;ARAN JOMA-SONR MIN. CLEARANC E TYPE TEMBEDMENTEE ITW 2" 4" TAPCON WOOD SCREW w5TALLATION NOTES I.. Maintain a minimum 5/8" edge distance, 1- end ofistance, & I" O.C. spacing Of wood screws to prevent the spriffing of wood- L I TYP, SILL STRIKE JAMB LATCH & DEADSOLY DETAIL HINGE: DETAIL A` W z 0 -Z E A; . moanUZ N.T-S. DWS WING NO, FL-8871.6 Of, ff ri c r N z urn am o tit at, U cv Z THRESHOLD THRESHOLD 3 THRESHOLQ n c m x z° 4 1 tnzwing adjustable.` 2 Inswingustable.. - In.Vnrtg self-adlusl N E _t m z m° . V a m d;a tz 5.75` \ oz k Ln THRE HOLD THRESH Lb 9 $ HE4D & SIDE + :> k FHRESHOLD. $- Outswingstdndard 6 Inswing Jamb" ¢yQ.. hhRX. DESIGN PRESSURE = +i SO PSF] c-, rn U KO 214'° 2.14' a 1 ` o a a Z Q r"i i 1 20 INSWING S@ELITE 21 SpQ NG SiDELiiE OLITNG SIDENTE N o cpv Spacer S _ Spacer ur BITE y 25 GLASS 7116"GLASS.__ Q a, 1/2° GLASS 3I4" TNK: ' BITE " ga o 0 g` BITE CLASS` i 1/8"TEMP. GLASS ^ ' AIRSPACE 7 /8" TEMP. n w M N 4i /8" TEMP., a AIR SPACE AIR SPACE; 1/81TEMP.... 3 L" 1 /8" TEMP.. \ I /8" TEMP. aTc DS 22 08 W S6iGGLE GLAZING 25" STEEL sru c N.T. f Z4 SPACER INTERCEPT ' n SWIGGLE GLAZING 24 owc. er: L)WS m SPACER a - 24 SPACER 26 23 cnN. By: LFS GLAZING DETAIL G_ GLA"ZINGDETAIL GLAZINGDETAIL1' insulated glass ceamFNLo r8m8.: 71. 6 ated;g4m: ma NsHFer 10 6F P 1 r _., ____._. _. .. _e.. _.,, — _ --._... _ _s_v._ Florida T3uilding Code Online https://www.floridabuiIding.org/pr/p _app_dtl,aspx?param=WGEVX... b BCIS Home Log In User Registration ? Hot Topics !, submit Surcharge. Stats & Facts Publications FBCStaFL BCIS Site flap Links. -`: - Search: j Product Approval USER: Public User Product; Annroval ment- > Prnr i,r... pr Apnli4ati n $garch > 82plgtpn_Lr1 >-Applio[an Detail. a FMra 1 FL # FL15332-R4- Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer, MI Windows and Doors' Address/ Phone/ Erna i.l 650 West Market Street Gratz, PA 17030 717) 365-33.00 Ext,,2560 bsitlinger@miwd,com Authorized SignatureBrent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies` Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida, Engineer or Architect Name who developed. Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management:.insthute Quality Assurance Contract Expiration Date 12/3112018 Validated By Steven M. Urich, PE Validation Checklist:- Hardcopy Received Certificate of Independence F11533,2_R4_:QI_FLQQI.Pof Referenced; Standard' and Year (of Standard) Standard AAMA/ Vt!DMA/CSA 101/LS,2/A440 Equivalence of Product Standards Certified By Sections' from the Code Year 2008 1 of'° 4/15/2018, 5M PM i Florida Building Code Online htips;//www.fl.oridabuilding.o.rg/pr/pr app_dtl.aspx?param=wGLVX;"., Product Approval Method Method 1 Option D Limits of Use i Installation Instructions Approved for use in HVHZ: No FL15332.II OEt_Ot7S0 E:_pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4__AE 51OB07p,,Pdf' PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Installation Instructions E! .1.5332 R4._II_0& Ou 3i3E i:s;ll' Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL1533L R4.._AE 510805D.pdf Created by Independent Third Party`. Yes SERIES 420 ALUMINUM SGD REINFORCED:OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ; No it7.S..332_R4, If_ S7N 02'1..4SC.psf Approved for use outside HVHZ: Yes j Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 1:L15332,R4 A 512963C pdf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332:4 SERIES 420 ALUMINUM SGD REINFORCED Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Installation Instructions I Lt_5332R4_I;I138 022,49C,pdf' Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes EvaluationReports FL15332.R4 AF,512959C.(:df Created by Independent Third Party: Yes SERIES 420 ALUMINUM SGD REINFORCED'<XXX 143"x96" Limits of - Use Installation Instructions Approved for use in HVHZ: No FL15332_R4 II_. 0 07%SGt:.L?J Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 6251.4 Impact Resistant: No. Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO. APPROVAL DOCUMENT FOR DESIGN IL15332 R -AE 51297,ijC.{,Or PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 ( SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" 6imts of Use Installation Instructions Approved for use in HVHZ: No t 11a.331 R9 II 013-004991a,gdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes 2 of 3 4/15/2018, 5:03 PM Honda Building CodeOnline https:/lwww tloi-idat)tlildiiig,org/pi-/pi• app dtl.aspx?pararn-wGEVX... Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F53.32R4: AE Sip806DgpcfF PRESSURE RATINGS- Created by Independent Third Party: Yes. 15332. 7 j SERIES 420 REINFORCED SERIES 420 REINFORCED: ALUMINUM SGD OXO 146"x96" ALUMINUM: SGD Limits of.Use Approved for use in HVHZ: No Approved for use outside,HVHZ:.Yes Impact Resistant: No Design Pressure:' N/A Other: REFER TO. APPROVAL. DOCUMENT FOR DESIGN PRESSURE RATINGS 15332i8 i SERIES 430/440 ALUMINUM SGD Limits of'.Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENTFOP,DESIGN PRESSURE RATINGS. 15332.9 I SERIES 430/440 REINFORCED ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS Installation Instructions Fl i5332 R4 II;__08-00501E.pdf Verified' By. Luis Robefto`Lomas 62514 Created by: Independent' Third Party: Yes DendentThird Party: Yes ALUMINUM SGD XXX 143"x80' NON - Verified By; Luis -Roberto Lomas 62514 Created by Independent,Third Party: Yes, Evaluation .Reports Created by Independent Third Party: Yes SERIES 430/ 440 REINFORCED ALUMINUM SGD XXX 143"x96 Installation Instructions t4I5.3. 3.2 R4_II;08.-205t33E,pdf Verified By: Luis Roberto Lomas.62514 Created by IndependentThird . Party; Yes Evaluation Reports I - -' LNex[1 rd party; Yes G,ppta,ctlJS':: Tallahossee FL 32349 :Phone:850-487-1824. The State of Florida is an AAJEEO employer. o - r'- ht,QQ7 _.2Q13,;$'ta1t= of.Fbrida:.:: Priv;;ry—$tntement :;-Accessibility Statement :: REf.!!Dd Statement Under. Florida law, email addresses are public records, lf.you do not, want your e-ma0 address released In response to.a public -records request, do not send electronic mail. to this entity. Instead; contact theofficeby phone or by traditional mail: If you have any questions, please contact 856A87A395. *Pursuant: to. Section 455-.27S(1), Florida Statutes, effective Octobei 1, 2012,.-licensees licensed underChapter 455, F.S. must provide the Department with anemau address if they have one. The emails'provided may be used foc official communication.wdh 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 area, licensee under: Chapter' 455, ES., -please click I ere,. Product Approval Accepts: Credit Card Safe 3 of 4/ 15/2018, 5: 03;PNi:. REVISIONS REV. OESCRIYRON. DATE APPROVED A ADDED Q FLANGE AND FIN INSTALLATION 12/10/13 -R:L 3 REVISED INSTALLATION DETAILS. 08/03/15 <R:L NOTES: 1L, THE PRODUCT SHOWN HEREIN IS' DESIGNED AND MANUFACTURED TO COMPLY WITH C .REVISED INSTAUAT10N DETAILS 06/21/17 R. L. REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY. OPENING IS THE RESPONSIBILITY OF THE. ARCHITECT OR ENGINEER CF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX` BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY' OF THE ARCHITECT OR ENGINEER OF RECORD. 4, ALLOWABLE STRESS INCREASE OF 1/3s WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION .FACTOR Cd=1'.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6: UNITS MUST' BE 'GLAZED PER: ASTM E1.300-04/09 WITH 'SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT` IN WIND BORNE DEBRIS REGIONS. 8:., SHIM AS. REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/1<6" OR. GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR' ASSEMBLIES INSTALLED WHERE OVERHANG RATIO: IS EQUAL OR GREATER THAN 1.0' DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG: LENGTH/OVERHANG HEIGHT 10. FOR'. ANCHORING. INTO WOOD FRAMING G OR 2X BUCK USE #1.0.. WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A, i 3/B" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS: AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE' WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR. ANCHORING. INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS. SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR' MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0:42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C. MASONRY — STRENGTH CONFORMANCE TO ASTM C 90, GRADE N, TYPE 1 (OR GREATER). SIGNED. 06/21/2017 D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM'6063-T5 048"'THICK `MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XP, PX, FIX M WINDOWS AND DOORS LLCXX, ,XIP, 650 WEST MARKET STREET R. C01 ii GRATZ, PA 17030 5 C E Ny qcf Wit. SERIES 420 rSGD REINFORCED WITHOUT ADAPTER-• gVO 6 51 NOTES p •. TAT OF TABLE OF CONTENTS DRAWN: DWG No. REV F cCORM SHEETNO DESCRIPTION: 908 C T NOTES SCALE NTS DATE - 10/30/13 '1 OF t0: 2 — 3 ELEVATIONS LROBERTOLOMASP.E. Luis R. Lomas P.E. 4 — In IIJCTAI I ATI(UI nPTAII'C 1432 WOODFORO RD LEWISVILE: NC 27023` 4. U4 CRR-0R09 ' r(lamacQldanwtna_— FL VIOL 62514 ' I FF HE Jr REVISIONS 96" MAX FRAME WIDTH RED' DESCRIPTpN DATE AN, OVER A AODED.FLANGE AND FIN INSTALLATION 12/10/1r3, R.L 2) ANCHORS PER LOCATION .. -B REVISED IN5iALLATION DETAILS- 08/03/15 R.L. SEE CHART #3 FOR NUMBER OF LOCATIONS- - - C REVISED INSTALLATION DETAILS 06/21/17 R.L. REQUIRED: - WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE.9 SPIEET1 6.. MAX 17" MAX 6„ Design pressure chan'(psr) I I O.C., -j _ MAX . Single Panel and Total Frame Aidth.( g40,O42 O Fame 30.0 36,0 42:0 6" MAX (m) 80.00 72:00 84.00 i / Pos- Neg Pos Neg Pas -Neg 84.0 -40.0 58.4 40.0 50.9 40.0 -45.7 88.0 40.0 55.2 40.0 46.0 40,0 -430 L920 52.4 40.0 45.4 400 40:6 96.0 40.0 49,8 40.0 431 38.4 38.4 17" MAX O;c. CHART.#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED.. v, { SEE'NOTE9SHEET 7 tAX AME Design pressure chart (p4 IGHT Frama Single Panel and Total Frame VOdth (in) Height - 30. 0.. -36.0 42.0 48.0 m) 60. 00 72.00 84.00 96.00:. i Pas Nag Pos Nag Pas . NegPas .Meg 84.0 '. 58.4 58A 50.9 50,9 45.7 457 42,0 42.0- 88.0 55.2 55.2 48.0 - 48.0 43.0 43.0 39.4 39.4 - 92.0 - 52 4 52A 1 45.4 1 454 40.6 40.8 37.11 37.1 96.0 , 49.8 49:8 43.1 43.1 38A - 38.4 35.0. 35.0 CHARTA'3 - - i SERIES 420' SGD'REINFORGED. WITHOUT ADAPTER EXTERIOR VIEW - DESIGN'PRESSORE RATING IMPACT: RATING 35:0PSF NONE SEE CHARTS # t AND 02 FOR OTHER UNITS: RATINGS NOTES: L MAXIMUM: PANEL SIZE: 481,2"x.95" 2. MAXIMUM D.LO.: 44 5,'8"x 90.518" HARDWARE SCHEDULE A. (1)' FLATMOUNTED'HANDLE SET (99-04-145)AT38:3/4',QN CENTER` FROM. PANEL' BOTTOM' B.- (1) METALLIC TANDEM ROLLERS (99-17.195) AT EACH END OF PANEL BOTTOM RAILS' C.I ALUMINUM '6063-T6REINFORCEMENT:(568)ATALL PANEL INTERLOCKS Number of anchor locations required - Frame Single. Panel and Total Frame 'Addh (in) Height . in): 30. 0 - 36.0 42.0 48.0. 60.0' 72:0 84.0J 4.096:0 HE Jamb. HBS Jamb' H&S Jamb H&S Jamb 84.0 6. 5 6 6 6 6- 6 88,0 96.0 4 8' 5: SIGNED 0612112017 DSTREET ORS LCMI 650DWWINDOWS MARKET GRATZ, PA 17030 J\\1R111L y • GEIVq 9 0 ?51 t= SERIES, 420SGDREINFORCEDWITHOUTADAPTERELEVATIONo _ STATE OF Fs V7S' loM1IAItEC1\ DRAWN: scnL. Dwc Na 08 49 Rev C was sr Er NTS 10/30/13: 2 OF .1.0 L ROBERTO' L(WAS P.E. 1432 WOODFORD RDYEWlSVILLE: NC27D2.1 434-686- 0609 0-9@14-fispe.com Luis R. ' Lomas .P,:: E'. FL No.: as P I 9 M FR HEI 96 MAX FRAME WIDTH 1:) ANCHORPER LOCATION AT HEAD & JAMBS SEE CHART 94 FOR NUMBER OF LOCATIONS REQUIRED- 6" MAX. r 17 MAX 0 C: I 6" MAX 6" REVISIONS.. DESCRIPTION RATE.' APPRVJm ADDED FLANGE AND FIN INSTALLATION 12/10/13 R:L REVISED INSTALLATION DETAILS 08/03/15 RiL REVISED' INSTALLATION DETAILS" 06/21/17 R.L. NOTES: 1. MAXIMUM PANEL SIZE: 46 P2"x is" Z MAXIMUMD.L0::44:518"x90.518' CHART# 4 Number of anchor locations required. _ Frame Height Single Panel and Total: Unit Width (inp 30. 0 36.0 42.0 480 60. 0 72.0 84.0 96.0 H& S I Jamb. H&S Jamb. H&S Jamb H&S Jamb 84: 0 4; 6 88. 0 4' 6 5. 6 6 6- 6= 6: 92. 0 4 G 5 6 6 1 6 6. 6- 98. 0 4: 6, 2) ANCHORS PER LOCATION: SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR I VIEW SEE CHART #4 B FOR NUMBER OF LOCATIONS DESIGN PRESSURE RA TING- IMPACT RATING REQUIRED SIGNED: 06/2i/2077` 35 OPSF NONE M! WINDOWS DOORS LLC I )LiO//. 65GT MARKET T GRATZ,. S sR R SEE' CHARTS'#1 AND'#2 SHEET 2 FOR OTHER UNITS RATINGS PA 17030 G N S: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 51 FIN ELEVATION TAT OF , w Z F• c ORtOP• a. OMWN: OwcNO. REv N.L. 08-02249 C HARDWARE SCHEDULE SfuF NTS- DATE 1.0 30/13 saEET3 OF 1A 1/ A. (1), FLATMOU NTED. MAN OLE SET (99-04-145)AT383/4"ON. CENTER FROM' -:PAN EL BOTTOM B, Ill) METALLIC TANDEM 'ROLLERS .(99=17-195);4T EACH END: OF PANEL BOTTOM RAILS. L. ROBERTO LOMAS P.E 1432WOODEOROHDLEWiSvn.cE. NC27023 Luis R. Lomas P.E. FL.,No.:. 62514- C. A. LUMINUM6063-T6-REINFORCEMENTS(668)AT.ALLPANEL_INTERLOCKS 434-888 0609, r0m25tD1dema,pe.cW, I i i I REVISIONS 1 /2" MIN: REV. DESCRIPTION DATE, I ED.GEiDISTANCE A ADDED FLANGE.AND FIN INSTALLATION 12/10/13 'R:L r1 - B REVISED INSTALLATION DELxu 08/03/15 !R!L. 1 3/8" .MIN. ;C. REVISED INSTALLATION DETAILS 06/21/17 R 6. WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4 MAX. SHIM WOOD SPACE 1 3/8'. MIN_ toSCREEW EMBEDMENT SHIM SPACE INTERIOR 1/.2" MIN. EDGE DISTANCE EXTERIOR INTERIOR El 10 'WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS SILL TO BE SET IN 0.;BED OF APPROVED SEALANT 1 3/8" MIN.. EMBEDMENT 1 /2 - MIN, EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR.AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2.- PERIMETER AND -JOINT SEALANT BY OTHERS TO BE DESIGNEDW ACCORDANCE WIT14,ASTM C2112 ` 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC slsltrrrll 650 'WEST MARKET STREET\\S i LOB{/ i GRATZ, PA 17030 y\GENSF9s SERIES 420 SGD. REINFORCED WITHOUT ADAPTER96" X 96" 51 FRAME INSTALLATION DETAILS p , TAT OF w- A.. V- EOROl?" DRAWN: DwG NO. aEv 08 C i A1110N110Luis R. Lomas P:E. FL; • N07:6251-a 2ET49 OF 10 sc" NTSDATE1.0/$0/13 LLROBERTOLO,uasP. S 1472 WOOD: FORDRDLEWISVILLE, NC27023 494-669- 0609 rflomaSPIrMmaSpe— METAL STRUCTURE BY OTHERS TO SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE 1 (4" MAX. IM SPACE 1 /2" MIN, EDGE DISTANCE, VERTICAL CROSS SECTION METAL. STRUCTURE INSTALLATION NOTES:., 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM,E21,72 OR LING - 1- 1'/2" Mll EDGE DISTA It• SILL TO BE SET IN A BED OF #10 SMS OR APPROVED SEALANT SELF DRILLING - SCREWS M ETAL STRUCTURE BY OTHERS 1 IA" WAY REVISIONS DESCRIPTION DATE APPROVED FLANGE. AND FIN INSTALLATION 12/10/13 R:L. i INSTALLATION DETAILS 08/03/15 R.L 1 INSTALLATION 'DETAILS 06/21/17 JR.L. JAMB INSTALLATION DETAIL METAL STRUCTURE.INSTALLATION MI WINDOWS AND DOORS LLC 650, WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGO REINFORCED WITHOUT ADAPTER' 96" X 96" FRAME INSTALLATION DETAILS DRAWN:, .DWG NO: 1, R' V.L. 08-02249 SCALE NTS DATE 10/30/13 1 SHEET OF 10 k.ROBERTO LOMAS RE. 14V WOODFORD RD LEWISWLLE,. NO 27023 SIGNED: 06/21/2017 10 v •CENSFgcP a: A , TATE OF , FL 6 RIG? •\\` S/ONAL1E\\' Luis R. Lomas- P.E. FL NO.: 62514 i P REVISIONS 1 1/2' MIN: 1'" MIN. REV '.DESCRIPTION DATE. APPROVED SEPARATION' EDGE 'DISTANCE A ADDED .FLANGE AND FIN INSTALLATION 12/10/13 R:L B REVISED INSTALLATION DETAILS:. 66/63/.15 RIL: C ;.REVISED INSTALLATION DETAILS:- 06/21/17 R.L'.. 1 1/4 MIN. 4. 4 EMBEDMENT a IEMBEDMENN CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1" 7/4" MAX. SHIM SPACE 1 x BUCK' MIN: INTERIOR TO BE EDGEPROPERLY SECURED DISTANCE SEE NOTE `3' SHEET t ff FE11 3/16" TAPCON 1 MIN SEPARATION EXTERIOR INTERIOR, a SILL TO r BE SET IN A BED OF v I APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16" TAPCON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION OPTIONAL IX BUCK MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 NOTES. 4d 1' 1147 MIN: 1. INTERIOR -AND EXTERIOR FINISHES, BY.OTHERS,. EMBEDMENT NOT SHOWN FOR CLAR(TY a , 2. PERIMETER AND JOINT SEALANT BYOTHERS TO SE DESIGNED INACCORDANCE. WITH -ASTME2112 SIGNED.• 06121/201.7 MI WINDOWS AND DOORS :LLC w!IlrrJlt, 2 7/8" MIN 1" MIN. 650 WEST MARKET STREET PA 17030 g R L p/ jam! 9s SEPARATIONEDGEDISTANCEGRATZ, w'XcENSF VERTICAL CROSS SECTION- SERIES, 420 SGO REINFORCED WITHOUT ADAPTER yN0 6 5 t X 96" cONCRErEiMAsoNRYlNsraLLAnoN FRAME INSTALLATION DETAILS STATE OF 4, DRAWN: OW.' NO. REV ii a•c°l 40RIDP- V. L. OS-02T49' C j OtNItAl11\ 5P"E.NTS DATE 10/30/13 SHEET6 -OF 10. L. ROBERTO: LOMAS P.E. 1432:YYOODFORDRD' LEWiSVILEENC27023 Luis R. :LO1110S '. P.E. 434:685- 0609 illoniastd7damaspe,Goni 4 FL .NO : 6251•4' I WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR f'0 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1' .3/8" MIN': EMBEDMENT 1/4,,'MAX. . Js. SHIM SPACE 10 WOOD SCREWS INTERIOR FC BE SET IN 3 OF 3VED SEALANT MIN., VENT REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L_ REVISED INSTALLATION DETAILS O6/03/15- R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX: EMBEDMENT SHIM SPACE f I INTERIOR 1/2"' MIN. EDGE DISTANCE. Fill 1.0 WOOD' E SCREWS EXTERIOR' WOOD FRAMING JAMB INSTALLA TION DETAIL OR 2X BUCK FRAMING WOOD FRAMING OR2X BUCK INSTALLADON BY OTHERS z MIN` 4--- EDGE DISTANCE SIGNED::0612112017 r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION: M' 650DOSWEST MARKET DOORS REET LLC GRATZ,. PA 17030 S` Ri l I LI iiti •tG E N & SERIES 420 SGD REINFORCEDWITHOUT ADAPTER 51 Y 96" X 96" o NOTES: 1. INTERIOR AND EXTERIOR. FINISHES, BY OTHERS; - NOT . SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FLANGE INSTALLATION DETAILS STATE OF r i i';cSS,ZOR@\-?\•. VORAWW., owc.. No. 08- 02249 RE SCALE onrE NTS l O/30 13 -7 OF 10 L. ROBERTOLOMASRE 14, 12WOODFORD.RDLEWISVILLE,NC27023 434- o"ti8-0b09 iil0masghlomaspe.Com DESIGNED IN ACCORDANCE. WITH ASTME-1112. Luis R.: Lomas: .P':E.. FL NO.:. 6251.4 . 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR C J10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY !OTHERS 1 /4" MAX. SHIMSPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT REVISIONS oESCM- MN.. DATE APPROVED ADDED ; FLANGE AND FIN INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 08/03/75 R.L. REVISED INSTALLATION DETAILS- _ 06/21/17 1,R.L 1 Via.^ MAX, SHIM > SPACE 1/ 2„ MIN; INTERIOR EDGE DISTANCE 10' SMS OR ,° ' SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR' JAMB. INSTALLATION DETAIL METAL STRUCTURE INSTALLATION tViat VIJ-I HIVIlC VERTICAL CROSS SECTION SIGNED: 0612112017 METAL STRUCTURE INSTALLATION MI. WINDOWS AND DOORS LLC' 650 WEST MARKET STREET GRATZ, PA 17030 11RIIILrrri l 5 . 4f r 6ENSFcP SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" - X 96" FLANGE INSTALLATION DETAILS TAT_ OF , 4U — 1, oRawN, -:owcNO.. REV I ifis1.GR40: INTERIORANDEXTERIORFINISHES, BY:OTHERS NOTSHOYVNFOR CLARITY. - 08—SO2Z$ 9 C ii;SJONAt"E 2.REAIMETERANDJOINTSEALANTMBYOTHERSTO:BE. NTS 10/30/13- .8 ;OF :1A Iri1111)1 DESIGNED iNACCORDANCE. WITH ASTM-E2112 LROBERTOLOMASP.E:. R. 'Las P.E. LuiS Romas14A1WOODFORDRDLEWISVRLE,,, NC:27023 a34EBS-G609 rtlomas trtamaspe:cam - FL L 6 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET 1' 1 1 /2'' MIN. 1" MIN: SEPARATION EDGE DISTANCE. e . . 1 1/4" _ MIN. c. EMBEDMENT 1/4" MAX. r SHIM SPACE r--7 F- 3/16" TAPCON EXTERIOR I I I 1 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 3/1,6" TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN; EMBEDMENT Q. 4 2 1/1 IN. 1 MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEiMASONR.Y INSTALLATION REVISIONS DESCRIPTION DATE APPROVED ADDED.. FLANGE AND FIN INSTALLATION 12/10/13-.R-.L. REVISED INSTALLATION DETAILS OS/03/15 R. L. REVISED INSTALLATION -DETAILS - 06/21/17 R.L. 1 1/4'• MIN.. EMBEDMENT 1/4" MAX. SHIM SPACE 1 ° INTERIOR MIN. ° EDGE DISTANCE a MIN.! Ll. SEPARATION t ° MM 3/1.6" TAPCON: EXTERIOR CONCRETE/MASONRY ` , JAMB INSTALLATION DETAIL BY OTHERS CONCRETEIMASONRY INSTALLATION OPTIONAL 1X BUCK TO BE 'PROPERLY' SECURED SEE NOTE 3 SHEET 1 NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS. TO BE DESIGNED IN ACCORDANCE WITH AS I M E2112: SIGNED: 0612112017 ail WINDOWS AND DOORS ' LLC \\\S+RUII/J / 650 WEST MARKET STREET J , -' fq/iceGRATZ• PA 17030 ` r •XGE+Iv,9 cA SERIES 420 SGO REINFORCED WITHOUT ADAPTER * a 51, *,= 96" X 96" — /aeitt FLANGE INSTALLATION DETAILS 7--; ATE OF • \ ORAWN:.. owc NO: REV %trS •.LORlO? •G\ V.L. LE GATE 08- 02249 C YYi/S ONAj1NTS- 10/30/13 9 OF TO L.ROBE'RTO LOMAS P.E.Luis R. Lomas- P.E. 1 432 NJOODFORD RD LEWISVILLE. NC 27023. FL No.: 62514434-6178 U66:79 rJtanas Jutomaspe.c— WOOD FRAMING BY OTHERS 1/4" MAX 1 h SHIM SPACE i r MN. IN. L EMBEDMENTi APPROVED SEALANT BEHIND' FIN 8 WOOD SCREW MIN EDGE DISTANCE BEHIND FIN, 8 WOOD, 711. 6" -MIN EDGE DISTANCE EXTERIOR REVISONS REV DESCRIPTION DATE- APPROVED`. A ADDED: FLANGE AND -.FIN :INSTALLATION 12/10/13 R,L B REVISED INSTALLATION DETAILS 08/03/15, R,L. 0 REVISED INSTALLATION DETAILS. 06/21/17 R.Lr 1 . 5/8" `MIN: EDGE DIST, I TRIM 1 1/4" MIN: INTERIOR EMBEDMENT' MASONRY/ CONCRETE BY OTHERS 1X BUCK BY :OTHERS, HOOK. STRIP IX BUCK TO BE PROPERLY SECURED, TAPCTAPC ON JAMB INSTALLATION DETAIL EXTERIOR 'PANEL INTERLOCK wooDFRAMING OR2XBUCK INSTALLATION 'HOOKSTRIP INSTALLATION MASONRYICONCRETE 1/2" MIN,; METAL STRUCTURE / " .MIN. EDGE BY OTHERS11/4" MIN. DISTANCE EDGE DISTANCE EMBEDMENT W000 TRkMr j FRAMING I _ BY OTHERS INTERIOR TRIM INTERIOR 1/4" MAX. 1 3/8" MIN, F SHIM'SPACE EMBEDMENT NTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X-BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4:9. HOOK STRIP> 1' 0 SELF DRILLING HOOKSTRIP -T SCREW a R WOOD PANEL SCREW EXTERIOR INTERLOCK EXTERIOR PANEL INTERLOCK NOOK STRIP INSTALLATION MEIAL'SIHUCIUH6 NOOK STRIP7NSTALLATION SIGNED:-06121120, 17 2X BUCK,WOOD FRAMING - MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 1 J•GENS g SERIES 420 SGID REINFORCED . WITHOUT ADAPTER 0 51 96" X 461" NAILFIN. & . HOOK IMSTALLAT.ION DETAILS ; STATE OFy NOTESDRAWN: Divc.NO. REV "••' rLOR14P• \,'w. f. INTERIOR :AND EXTERIOR; FINISHES, BY OTHERS,. '/S • •.. NOT, SHOWN FOR:GLARITY. 'C' L.. OS—DL249. G 2. PERIMETER AND JOINTSEALANTBYOTHERSTOBE $'NTS 1.0/30/13.—U10-.OF .TO Intl DESIGNED DESIGNED IN ACCORDANCE- WITH ASTM.E2112; - tR03FRTOcgMAS-P.E. Luis Lomas "P.E, 1432 WOODFO.RD RD. LEWISVILLE,NC 27 O s NO.: 625'.14 434-608-0609 rllamasptrlomaspe.con Florida Building Code Online https://www.floridabtulding.org/pr/pr_app dt.i.aspx?paraiii=wGEVX..-, r r u i •. t. t,K3E .g "%t . , x -w;:a a , 9 car -, n -. +wx, SCIS Home. Log In User Registration Hot Topks - .SubmitSurcharge .Slats & Facts. Publkcations ? -FBC Starr,' BCIS Site Map Links i,? Sea,ch i O Product Approval USER: Public User Ern uct Aeorovai Menu > !als-b > Au katlon-Lst > Application Detail x FL # FL15279-R5 Application Type Revision Code version 2017 Application Status Approved 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 l L of 7 reapply 11/28/11 Clopay Building Products Company 8585 Duke Blvd. Mason, QH-45040 513) 770-6062 mwesterfield@clopay. corn Scott Hamilton snarnilton@clopay. com Exterior Doors Sectional Exterior Door Assemblies Certification Mark or Listing Intertek Testing Services NA, Inc. Gary Pfuehler' . Validation Checklist - Hardcopy Received Standard ANSI/ DASMA 108 ANSI/ DASMA 1.15 ASTM E1886 ASTM E1996 ASTM E330 year 2005 2005 2002 2002 2002 Florida Licensed Professional Engineer or Architect Ft1527a RS_,Cgcsiv_2017D809 _-BC - DASMA 106 egall}•pd` FL15279_ R5_Egjrnv70170,09 .rBC DASMA115;eguiv.pcii 4/ 15/2018, 5:17 PM Florida Building Code Online https//www.floridabuilding,org/pr/pr__app dd.aspx?param=wGEVX;.. Product Approval Method, method 1 Option A Date Submitted 08/10/2017 Date validated 11/29/2017 Date Pending FBC Approval Date Approved 12/05/2017, Summary of Products 0 Page 1 8GotoPage , `/ FL # Model, Number or Name Description 15279.1 001 W3 09 DSIE-1A171: 2050 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga.- min.,; 2051, 20'S3, 4050, 4051, 4053 62, ':. interior skin 29 ga. min.) Single -Car (up to 9'0" wide); 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130,6131, 6133: Limits of Use i Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +29 PSF/-20'PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC) 15274.2 002 W3.709 DSIE-1A471: GDiSP, GR1SP, GDiLP, GR1LP, AR1SP, ARiLP, ED1SP, ED1LP, 4132, 2132, j 6132,,SFC38, MFC38' Certification Agency Certificate rL15279_RS r'q 4etier w.ikh:P.r44f ot.ilkract and_p,[gof of-!nspectinn.pdf 1=L1 1 3_RS C_CAC W3 Li U!)g,Intertgk,.pfif Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions 1 5_Revl2gdf verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party' Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. ;min.; interior skin 27 ga. min.)' Single -Car (up to 9'0"wide) WINDCODEn W3 Garage Door Limits of Use I Certification Agency Certificate Approved for use in HVHZ: No Fl,15279 RS c C,AC Letter with ;proof ot_cntract_anc Approved for use outside HVHZ; Yes of it?spe hon pdf Impact Resistant: N/A,! 15?BSSALY I5 irk the <.nfif Design Pressure: +20 P5F/ 21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available.foc this product 05/21/2028 meets the wind load requirements of the building .code but, Installation Instructions DOES NOT meet the impact resistant requirement for Ft t5279 R5 ];),1.039 _ReyQi,pdf windborne debris regions. The product without glazing DOES I Verified By: Intertek Testing Services NA, Inc. comply with the impact_ resistant,requirement for windborne Created by Independent Third Party; debris regions (ref 1609.1.4 FBC)'. Evaluation Reports Created by IndependentThird Party:. 15279. 3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27-ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up,to 9W wide) HDPL13, 7130, 7131, 7133, 8130, i WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZi Yes Impact Resistant: N/A. Design Pressure: +20. PSF/-20 PSF Other: The OPTIONAL; glazing available for this product meets the wind load requirements of.the building; code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions. (ref 1609.1.4 FBC),. 15279. 4` o04 W3-16'DSIE-1A171: 2050,. 2051, 2053, 4050, 4051, 4053., 62, 64, 65, 62G, 62LG; 64G, SDP38, SFL38; SRP38,'134, 135, 136,- 6130, 6131, 6133: Agency Certificate Assurance. FL1: 5279 R5 It 10417S-Rey01..,p f Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: by Independent Third Party: 1- 3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (97"'to 16'0" wide) WINDCODE®` W3 Garage Door 2 of 7 4/15/2018, 5:17 PM` Florida Building Code Online. https://www.floridabuilding.org/pr/pr_app_dtl.aspx?paranl=wGEvx Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-Z1 PSF' Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building :code but DOES NOT meet the impact resistant requirementfor windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 RS CCAC. LeUL with_:procf of_contracr__andproaf of Inspection l2df FL15279,_ R_ a CAC VV3_Listsnq IntertEk;pci„f Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279_ RS 1.1...HIM Rev13 :pziF Verified By: IntertekTesting Services NA,..Inc. Created by Independent Third Party`. Evaluation Reports Created by Independent Third Party: 15279. 5 005 W3-16 DSIE-1A471 GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GDiLP; GR1LP, ARiSP; EPS (exterior skin 27 ga. min.; interior skin 27 ga: min.) AR1LP, ED1SP, ED1LP, 4132, 2132,, Double -Car (97" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions. (ref 1609.1.4 FBC), 15270. 6 006 W3=16 DSIU-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13`, 7130, 7131, 7133, 6130, 8131, 8133 Limits of Use Approved for use in HVHZd No Approved for use outside. HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21,PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the Impact resistant.requirement for windborne debris regions (ref 1609.1.4 FBC): 15279, 7 007 W3-16 PAN-21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 486, 55S, 411ST, 6RST, 4RSF 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF' Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The, product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC).. 15279. 8 008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4.400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200,'SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: 428 PSF/-29 PSF Other: The OPTIONAL glazing available for this product Certification Agency. Certificate FI- 15.279 R5_ C; c-AC_Letter_with proofpf contSact,anr! prnnf a` inspection pif` I' Ll.5179 R5 C CAC W3 t istingc_lntertek:_pmdf Quality Assurance Contract Expiration Date istal lation .Instructions Verified By: Intertek Testing Services NA; Inc. Created by Independent Third Party; Evaluation. Reports Created by independent Third Party: Double - skin Insulated PUR (exterior skin 27 ga. min. interior skin 27 ga. min.) Double -Car (9'2' to 16'0' wide) WINDCODE@ W3 Garage Door Certification Agency Certificate Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions Fl15.. 279 R5 1I 10416R.=Rev01,..pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party; Evaluation Reports Created by Independent Third Party:. Steel Pan (min. 25 ga.), Double -Car (9'2' to 16'0' wide). WINDCODE,' g W3 Garage Door Certification Agency Certificate EL1, 5279 R5 C. (AC L ttei with.,.proclt qE ccntrsct end prcnf of inrpectio i.perf jLl. 5.2...79 R5 £, CAC vY3 tistin..a_.intertek,pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL1, 5279 R5,11_10130S-Foul 2,;pcff Verified By: Intertek Testing Services NA, Inc.. Created by Independent Third Party: . Evaluation Reports- Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; Interior skin 27 ga. min.) Single -Car (up to-9'0" wide) WINDCODE@- W4 Garage Door Certification Agency Certificate FLiS173_ R5__C cAC Lettervuitf_ploof_ofcoratract_and.Frriaf ofinspertign• pdi FLI5. 279 R5 _C CAC W4 I isti.n...g..,Interte€;.p 9f Quality Assurance Contract Expiration Date 05/ 21/2028 3 of 7 4.115/20 t8, 5:17 PM Florida BuNing Code Online. https://www.floridabuilding.org/pr/pt_app_dtl.aspx?param-WGEVX..; meets the wind load requirements. of the building :codebut l Installation Instructions DOES NOT meet the impact resistant requirement for 171_15279 IQ1f52-B-ReV1 i,.pdf windborne debris regions. The,product without glazing DOES Verified By: Inteitek Testing Services; NA, Inc, comply with'the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1:4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 9 1,009 W4-09 DSIE-1F471: GD2SP," GR2SP GD2LP, GR2LP,. AR2SP, AR2LP, ED2SP, ED2LP, 4302;. HDGC, 6202, SFC68, MFC68 Limits of Use Approved' for_use In'HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-79 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279. 10 010 W4-09 DSIU 3F171; 9200, 9201, 9203, HDP20, HDPF20, HDPL26, 7200, 7201, 7203, 8200, 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ.: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29'PSF Other: The OPTIONAL glazing available for this product meets. the wind load requirements of the building code but DOES; NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES_ comply with the impact resistant requirement for windborne` debris regions. (ref 1609.1.4 FBC). 15279. 11, 1 011 W4-09 DSIUO-11<479: Canyon Ridge/ Brookstone Limits of Use Approved. for'use in HVHZ. No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The'product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 1527912 012 W4-09 PAN-217151: 73,,,1500, 75, 190,,.84A,-94,-76, 42, 48, 55, 42B, 48B 55S; 4RST, 611ST, 4RSF, 6RSF 2RST;GD55; GD5SV GR5S,. GR5SV, AR5S) AR5SV, EMS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.PSF/-32 PSF Other: The standard glazing available for this product meets the wind' load 'requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Gal lery/Artistry/Ezpressions:.:2" Double skin Insulated EPS exterior skin 27 ga, mina; interior skin-27 ga. min.);Single- Car ( up to 9'0"'wide) WINDCODEO W4 Garage Door Certification Agency Certificate F415 Z9 R5 C GAC, Letter_w(th proof of contract and proof of Inspgction.pdf F 15279 RS C CAC_N(4 Istfng_lntertek.pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions F11527 3 RS_LI 10 3y69 ¢ Fiev02_pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent. Third Party: Evaluation Reports: Created - by Independent. Third Party,: Double - skin Insulated PUR (exterior skin 27 ga. min,.; interior skin 27 ga. min.) Single-Car,(up to 9.0'• wide)' WINDCODE® W4:Garage ,Door Certification Agency Certificate FLI S27y,_R5„C._CAG Letter_wlth proof of contract aild.propf of inspettlon.pdfl Fl 15?79 RS C_CAC W4. 1 istinn .I.ntertek pd-f.. Quality Assurance Contract Expiration Date 05/ 21/2028. Installation Fnstructions 15279_ R5_II 104183RevOl.:pdf. Verified By: Intertek Testing Services NA, Inc. Created by Ind.ependentThird Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.,) with Overlay Single -Car (up to 9'0 wide) WINDCODE® W4' Garage Door Certification Agency Certificate; FL15779 RB _CAC _Letter wlth:.proof of contract a.nd. p.r..09f of lttsp ti4rl.p f F1, 15279_R5__C,:_CAC__W.9: Listing Ln4erte_k pdf. Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 II 1104456_RevOt_pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third, Party: Evaluation Reports Created by`Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9`0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C LAC Letter with P-iroofof.contract'and proof of inspection pdf' FL15279_ R5_.C_CAC W...4-Listing_Intertekpof Quality Assurance Contract Expiration Date 05/ 21/202$ Installation Instructions FL15279 R5_ 11. M0159-6 Rev,l6,pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by' Independent Third Party: 4 of 7 4/15/20I8, 5:17 PM r _ e Florida, Building Code Online s' https://www.Ooridabui l di ng.org/pr/pr_app_dtl.aspx?parani=wGEVX:. 15219.13 013 W4-09 PAN-2F441: G4S, G54, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G41_V; GL4V GD4SV, GD4LV; GR4SV GR4LV E4S, E4L, ED4S, ED4L, E4SV E4LV, ED4SV ED4LV SS4, SL4, AMS, AR4L,'SS4V SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement; for windborne debris regions. 15279.14 1 014 W4-09 SPO-2F449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 1015 W4-16 DSIE-117171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF,66, 66G, 67, 67G, 68, SP200, SF200,_SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279A6 016 W4-16 DSIE-IF471: GD2SP, j G112SP,-GD2LP; GR2LP, AR2SP, - AR2LP, ED25P, ED2LP, 4302, HDGC, 16202, SFC68; MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25:5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 1.5279.11 100 W4-16 DSlEO-IF479: Coach man/Sett) ers/Affi n i ty Gallery/Artistry/Expressions: Steel Pan ;(min. 24 ga.) Single - Car (up to, 9'0:"wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter wi h.,p:roof of cont act_and _Proof of inspection.pdf.. FL1.5.2.79 R5_C_CA.G_VY4 Listii _Intertek. cif Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279._R5-Si 103486af3 R_v_08_p 1f Verified By: Intertek Testing Services NA, Inc. Created by independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5_C_CAC_Letler wf hproof of contract._and,proof of Inspection:_pdf. FI.15279_Ra` G_CAC W4__Listipg,Intertekpdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS 11 103549_Rev_06.pdf Verified By: Intertek Testing Services NA, Inc. Created ;by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0"'wide) WINDCODE® W4 Garage, Door Certification Agency Certificate FL15279 R5_C_CAC Letter with proof of contraet_ai d pro..of of In wection_prif FL15279 R5_C..CAC.WW4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 _RS.II_ 101481-B-Rev13lpdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports' Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WTNDCODE@ W4 Garage Door Certification Agency Certificate FL15279 -,RS G CAC _Letter witti_proof,of:contract and proof of„inspectron.pcif FL15279 R5_C_ CAC W4 Listin.g:..:Intertek.pdf. Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279_RS_11 104029-I3Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by. Independent Third.Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double-Car(up to 16'0" wide) WINDC. ODE® W4:Garage Door 5` of 7 4./15/ 2018, 5: l 7 PM Flnrida Building Code Onlble. llttps://wwwfloridabil ilding.org/pr/pr_app_dtl. aspx?paraln=wG EVX.... Limits of Use Approved for use in HVHZ: No Approved for:use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25':PSF/-25 PSF Other: The OPTIONAL glazing available for this product - meets the Wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279_RS_C GAC_Letttr wtth,;.preoE,oF„contract and.proof. of Inspection_pdf FL15279 R5._C +CAC_W4,__Listing_ Iritert@k,pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F115274 RS_tI_1030+5;,Rev07.pd Verified. By: Intertek Testing Services NA, Inc. Created by Independent Third Party': Evaluation Reports Created by Independent Third Party: 15279.18 i 018 W4.-16 DSIU-11`171: 9200, 1 Double -skin Insulated PUR (exterior skin 27'ga min 9201, 9203, HDP20, HDPF20, 1 interior skin 27 ga Min,) Double -Car (97' to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, I WINDCODE® W4 Garage Door 8201, •8203 , Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF other: The OPTIONAL glazing availablefor -this product meets the wind load requrements,of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne, debris regions (ref 1609.1.4 FBC). 15279:19 019 W4 16 DSIUO-1K479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/`25.5'PSF' Other: The OPTIONAL glazing available for this product meets the wind load requirements.of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions, The product without glazing DOES comply with the impact resistant requirement for windborne debris regions {ref 1609.1.4 FBC). Certification Agency Certificate FL1527,9 RS C,_CAC W4._Listlny lntertek:pdt Quality Assurance Contract Expiration Date 05/21/2028 _ Installation Instructions FL15279 R5_IT_104169-Rev01_pdP Verified By: Intertek Testing Services NA, Inc, Created by Independent Third Party; Evaluation Reports Created by Independent Third Party: Double. Skin Insulated PUR (exterior skin 27 ga. min.; interior'skin 27ga. min.) with Overlay Double -Car (97 to 16T" wide) WINDCODE® W4 Garage Door Certification Agency Certificate Verified By Intertek Testing Services NA, Inc. Created by Independent Third. Party: Evaluation Reports Createdby Independent Third Party 15279, 20 1 020 W4-16,PAN-21F153. 73 1500 Steel Pan (min. 25 ga-) Double -Car (91" to,160" wide) 75, 190, 84A, 94, 42, 48„55, 4RST WINDCODE& W4 Garage Door 6RST, 4RSF, 6RSF, GDSS, GD5SV, GR5S, GR5SV, AR5S, ARSSV EDSS, . Limits of Use: Approved for use in HVHZ; No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure:. +24 PSF/-24.5 PSF' Other: The standard glazing' available. for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. ition Agency Quality Assurance Contract Expiration Oat, 05/ 21/2028 Installation Instructions: EL1: Z2 _IL_4:1.I1=#_RevS5LLtldf. Verified By: Intertek Testing Services NA, Inca Created by Independent Third Party: Evaluation Reports Created by Independent Third, Party: Go to Page 40 Page 1 /8 . Back . Next Contact Us :; Z§51;1_@laic ks,.84as1, Tallahassee'FL 32394 J?1),gn-g;;;...,4.:4.9.7-1824 The State of Fbnda is ail-AA/EC-0employer. CQRY.righ„t.ZQQ7..241$ si,ate.pff'!Qr.de; -. _tgva4y_$ 4tement r. AccessibilRv Statement ::;Refund statemen[ Under Florida law, email addresses are public :records. ff you do not want your a -mad address, released in response: to a public. -records request, do not send electronic Fi' of 41/ 15/20 L8, 5:17 :PM Florida Building Code Online littps://www.florid tbuil.cling.org/pr/prvapp_dti.aspx?param=wGEVX...` g'. mail to this entity. Instead; contact the office by phone or by traditional mail. If you have any questions,. please contact 850.4871395. *Pursuant to Sectlon 455:275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter.455, F.S. must provide the Department With an email address If they have one.. the emaas provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish. to supply a personal address, please provide the Department with an email address which can be made.: available to the public. To determine if you are a,licensee under Chapter 455, F.S., please click tier€_. Product. Approval Accepts: Aru F.wn Me- RR "tiM Credit Card Safe 7 of 7 4/1.5/2018, 5'.;17 PM T ASSIC• RNSO PANX ENIOSS:OEM EONS. BRR 1EWIi gD f O' V-MQS mm V1DTM- A - Dron"N. ... - - REV DATE' DES6NPTWN Es I WRAS 24 W '. 24 GA 0G d W d: W'U{S SHEET 1 OE 2 09 It/30/07 . ADDED EXTEUDED NE1 :H75, COMBMTD. CLOPAY.. NOLMES, AND IDEAL MIN T 73W. ml UP 10 T'P'. 4 4 Yt TO Y10' 1 7'D' 89• 8 9 11M1P•. 10 OB/OB/08- '. ADDED M/N 428. 488..633. . I9CIL 4RST, Ka . 4RY '9NS1 '.PRJT' -9V tl.1". 4. 9 l 10'IN 3 w¢NEs .a PAP -- a, 4z9 .,: sx a23• > -u . N •1 . a1 10721/08` :ADDED u/N- 4P14 _.. 2 '4/2C0 AODEDBO 'CAMWENOUSeEM 000R5:.. tORl . K: ITRlmi. uT110: 1]Y M -. 13 8/2010 UPDATED :-MOOEL.'TABLE. INX SET:TlOM lfRi1T, 21' 1/ "1/2012' 'RENSW WNO'8PEF31'TAt3[EFQR.. ASCE7-10. - N} RRTAGE-M11SE':W.0 VAMCL. ENs=' D00e3- OPTIONAL GLAZING''MAY' BE STANDARD OR IMPACT :45 4/201i ADDED IMPACT itE515fANT-ovnal. 1aoELs es-cA: In W'. m - - RESWANT" GLAZING:: _SEE :SECTION :.B-B: FOR - - auPAY SSva, 09Ssv, DETAILS. - WurnY' : Sna rrtary - MAX. STANDARD SIZE 15 42-1/2%16 IMPACT s Mess A W - w roe..L. a froVP s 1'1:. RESISTANT.: GLAZING 15 21-5/S'11.4 1/8'. M1131RT'- - AND:u AL16AE (M.CNO MI, J' w w I,— LARRtAf, E 40USE'----•• A WJiDW (I.E. Tw 4O[ f. PM41 1 ON wTT RCOOK - n, E U-BVfS W MEXf 1O W YPt: EM' 4iE6 AiTI41ED TO DOW ^ wlrPoiw: . L-Lx swan V. S>o m9 oo 3' TALL U-BAR cc' C(IDK A=A (SIDE NEWT 20 CA .GALV."$FEET MIN. YEILD: STRENGTH: 50.:K51 2" THICK I 3. I a + 9A w,cS.Sr'S0p1.aw. J/.>r 12 GA.. CALV..STEEL TOP- auto pSg ROLLER BRACKET.%EACH. hWW1BRACKET ATTACHED 1«<--- ;t4x5/ 8-" SHEET .METAL SHIP LAP JOINTS.' SCREWS.. Mr I, 4 s:resA .DPtuMAL WJMDE WeED LOCH. POSIT M - 14 GA. GALV. ROLLER HINCE. wuAa 9ooe 9ront 1a 1.. EACH HINGE. FASTENED TO END. SRLE5.WTTH.( 4) %14x5/8": taAsac' nm, W NAIf AIIIEL'.s0.4.:"OAIMAE:Wk-V sHEET META: SCREws AND "(4) swRT: PASSED- PAND. M nsn'APPOWV . ... ... :1 /4'i3/4'.,SEif TAPPING SCREWS. SEE - VIEW "B".: - EEtK 1:% DENSITY POLYSTYRENE FOAM WSULATIDN _ 1-5/ 16': THICK WITH :VINYL HAIRCELL V,•S/ 4, >' BACKER (INSULATED MODELS :ONLY) 3" TALL x 20 CA GALV. STEEL U—BARS IN . Sr N° c ; GALY: STEEL'-.SK9i A 2- 1-2-1. PATTERN (I.E. TWO-U-BARS 25<GA NtlNPRIMER, ' ON 'BOTTOM SECTION, ONE ;U—BAR..ON NEXT WITH A BAKLV. 9T 14 y.,An. i4ras Sn ai rm9Rwnm*<NN9E. AND '':BAKED -ON POLYESTER WITHSECTION, ETC.). EACH U—TARP ATTACCRE TOPCOAT APPLIED TO BOTH PER, '$TILE'LOCATION. S TAPPING .SCREWS SIDES OF'STM SKIN. SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL fi RD CONSTRCICT D'-TAIC "ce Ttfs-9 DA'. SgsvaPsxxm9: n< 9SsuaS iuva rant[ IAnuM[ mm av¢ otarslEo.9Dnf ADGPONG ro-we'n ND: nMn,ic:DooE Sr nc fnwunnrS..aua9Sws oo E ifum 9P'. Asx)-,) rw ,x:) awaw SSSmAaxs tl EaCLPm fwnvc, O R9a wn. s':.cs-wm:n.tNenxrcs oro zaSt: Jj' IMY S00T SiAli' MOa1 TISNtG. ACcc m•M¢AIiM0fiFS690W LL ,NY b Y BFA.OIYfm. van a 9w to Lw SPA ass Gl P.:4 S. C. 9. P..0 L C P 13' GA 'GALV. STEM —BOTTOM -BRACKET. ATTACHED' WITH-(2) # 14x5/8"'SHEET "METAL . SCREWS. ALUMINUM EXTRUSION lc : MI M WEATHERSTRIP. DESION LOADS: +24: 0 PSF'&-24.5:PSFP TEST LOADS:---*36. 0'PSF'.k -37:0 PSF' :, AND.. S AND' c , VIKWAD RATIM MAX. DMR STus TRACK AND JAMB DETAILS. MPC. PAN-2F1S3 DATE- W 4 16! o"W x 16'o"H pay 1/3/ 97 DEIOIIDTtON CLASSIC AND CH RP STEEL PAN DESIGN t71CINEER: MARK gE$TEi7FIEL0 P Bu1td1T19 Products 85" DUKE eLw. WSON, .OH 45040'. DRAWN B) JAC DOUBLE —CAR, 16'W +24/-24.5 - PSF DA,P.E. j48495:.. NC P.E."/ 2383Z om an 770-4000 Dec BY. D11AVtND M Kp- - YER, TExAS PE /91513 tla9aYOP)AataBP A. N9DtP Nawv,a. I MW4Y JE) 107711 IBC IFLOR1J[o-I J'P} O)DUC1i~`MPR0',,LhnG52'7 DEEP HEIGHT wmn. T m s. 1®d V (1:-.1 ICLOPAY . 'GALLERY' 1 CTSS I GRS.UU-V IMPACT RESISTANT ASSEMBLY DETAILS 13RAVAMO 1017.1 1 •A SECTION B B (IMPACT RESISTANT GLAZING OPTION) 7 j / `ST(UCNW. Sl1CN1E'uEYANi' IA,\\ lllliL- J'///' (fkM9H. SIm:faw .Vo !RAW. Nii36W r0.TSiTNLEffiNfa PA4TD1m m'iPlE1E NTN NpLm Qf UJ[NI (Iw '. 3/,;. P/N-1RM'YIOINE 9OEY3 sL lIS2T.iWNT FTYM[ M.0.1LM. IMPACT - RESISTANT CONSTRUCTION: f. 000RS.(NDd.A2HCYdi 00N6NR11.OPTgMN:"NFKT::ISSISMNT 4,211HG'.MK WADI- RESWAT OPIIWW. NIECIION-MODEO P0.TGNO Tt FROM-SWAE.NA C IA/ZrmOC5 GE AEKUI.SU =' AN:APPR0.4D CC2 PI/bNC.N ACOROV10E- THi - 2s0e. - - OiENRAR. DOOR-AEYYN.T' M&LEDFU)-IN CXWXMLE-'MMNND TE- YRIs T1E NW IOW Qp14EMENT.'i OF 1HE RANT REQriDNG TS (W.O MER 1*W: 9U C CUDEiE') ILZ& THE.aNACT-R65TNlI-REOUIRUEMS.(PEf.'CNAPTE.4 iR rnCfBC)-. STANDARD ASSEMBLY DETAILS DRAWING 101711-8 SECTION 8 B (NON IMPACT RESISTANT GLAZING OPTIOP A. nN*-F1iNr> srTM Ux CaTe1c ON-wTs3E iuwF NOTE TNXT-FRONT FRAME G NAINOMEP OWE J N? fRWE. U25: MOLDED NSM. DIE. RETNNER.. 1a+ 3/I' PAN PEW SOiEN. STANDARD ASSEMBLY CONSTRUCTION: avnONAL. ssa, ma oR 1/p .A'aaA2 uIEs.AV OR UO OPROFIALAmvc-auzNC. u. PL AOutE aPdz.R. CP AWRVIFA OC2 fUSTC.N.ACC011WW(ZW1N/FAD THE 6mme ODOR 'tvwa li iksrm 61 M CdIRMA1Ci THIS SWrON MEETS THE I MD LORD IVAUWE MXM Of THE RORDA WWK COIF. OR NI lvwmNNL REWANC006 = tE 1O.T LEE == NE95TNIi REW7J4M IX,MIgBORNE DFI1W3 iSOgNS- RW.. 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Nm TR A2 . 61LV: SRR 1NQ1 BIAC(ETs i0 WOm JNB Nrx aeas/,/l s•.i-sro' fae saEw: y - 1s cA. eux Nswc FAcN PFSi,Nebli i4vOfET,- MIWE lAY1FlE SO's}RIS m• ID..00EM ROLIET NN (!) 11A•S/0" W2T FA5201ER (ONE PER gI- RUlEA) .ETAt: SticEWS. 3* GL .. Snit iRAx-[A4TTlRD m- ` 1, G CALV: NKLfl2 ROME. EACH -NUKE S2'u SAVE sma. IRA]( 9i/LItEIS.. fAtiolm To Do MET- µ) TRACK ATTACHED 'a ORM a 11,V5/a' SHEET -METAL. $CRWs AO.(,) DRE 1/cfs/a•..P0.ts:e. RUTS, 1/, iT/,' SEv N-Nc: SCREWS:. cN'.TNo:f( s' W. wr4Ta. 10'-BALL. SNORT STETI'3M RCU.ER: NIN STEEL OR.:wLOM T4 tl92T: 1HE Df. SIOr aF THE SHWORTRIC-31RVLTIRAL.DE7NN15 SNAL ATE STRX,URE ANw' 11E 90m a WUI Or RENT 0 PDR 11E D1u M T E US'EDI NANDN /CCDWYACE NIAI{:lCt iR71S BLADMD COC4$ FNI iNE.IAADs LIITEO'ON ME. OPAWMO' t m ONE NOTE TRACK COWGURATION ABOVE THE DOOR OPEMNG DOES NOT AFFECT THE WMD LOAD.. RATING OF THIS DOOR. HOIMONTA:.TWK SUPPORT W VE DONmLli E ( TO. SUM e'.nu.aoaa.Mm. sacra-. LHR-TOP BRACKET 13' CA: G1LV. VZ FVFro-OOO BRACHET. DOUBLE. HORIZONTALEACHFASRREDJAMaf. iN1 TRACK 3)s/16•a-s!a• W000 uFSC` Ews. kpCNi '. OW 'k a. L_____MEOOM OPTION. 2' C V'STEEEL TRACK - E R. TRxK nO0O - 4l0'- _ TTP:, 2-1/2' 112 G OALV.'STIn TRACK BRICfET. iaACS.9HlG%Eis PEP sm MOIL (nueN jEJLA9Dm AYN ODORSQ W MPG PAN- 2F Welepayan t/ 3/97 t; MN2KWE57ERFElD. P 8385 DUKE SLYD. D(EAVN tB3. Building Products MASON, OH a504o JAC. Corti an ^T (513) 770- 4800 WECKEB BT'MWW f13. 1li141i IHO(NESS..OW' MN: TYv. 2-1/Y.12 CL Cl1v. STEEL TPRACE W-OW. a a/BEi1ElEM EAkSp'.TW tlt1NOT m' FXCFID DOTE: fort ODORS N'ER. 121-0'."W. TRACK Cb UNX,10N S%V. I NOT IXC®-MAIDNHI SPM3S0 PImVDEO. CONSULT FACTORY MR MORE TETN'L OF DESIGN. LOADS: +24.0 PSF 8 -24.5, PSF TEST LOADS: +36.0 PSF & - 37.0 PSF MAMaDAo w.r1MG' wax M' zaF'. _ - 53 W'4 ts'o" w N !s'o'H DESCR2PTTO+: CLASSIC AND CH RP - STEEL PAN DOUBLE=CAR, 16'W +24/- 24.5 PSF DNAVDIG-. "UNMX VERB 1077.1T lF3C. t Fierida Building Code Online https://www.floridabuit.din.g.org/pr/pr 4pp_dfl.aspx?param:=w6EVX:.. emm 1im, BCIS.Horne Login j. User Registration ' _Hot Topics Submit Surcharge ! Stats & Facts Publications FBC Staff i 8CIS Site Map Links Search tppg Product Approval USER: Public User. Pip?» ct h:irr val Menu > P«!,Sm-,!!.r npglicdtic n. ear-h > Appirq,,knn ice} > App5cation Detail FL # FL17499-R3 Application Type Revision Code Version 2017 Application StatusApproved Approved by DBPR: Approvals by. DBPR shall be reviewed _anci ratified by the POC and/or the Commission if necessary.. Comments Archived Product Manufacturer MI Windows and Doors'. Address/ Phone/Email 650 West Market Street Gratz; PA 17030 717) 365=3300 Ext'2560 bsitlinger@miwd. com Authorized. Signature Brent. Sitlinger bsitlinger@miwd com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of 'standard) Equivalence of ProduetStanda.rds Certified By Product Approval Method Windows Single Hung Certificatlon Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist Hardcopy Received Standard AAMA 506 AAMA/ WDMA/CsA 101/I.S.2/A440 AAMA/ WDMA/CSA 101/I:S.2/A440 Method 1 Option A Year 2011 2008 2011 I of 4 4/"13r2018, 7:05 AM Florida Building Code Online https://www.iloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVX... Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # 17499.1 01/1,5/2018 01/15/2018 01/21/2018 Model, Number or Name } Description 185 SH 136x84 Fin/FI Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressured +55/-55 Other: R=PG55*, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. 17499r2 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +6o/-60 other: R'PG60 17499.3 185 SH Limits of Use Approved for use in HVHZ No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressures +60/-60 Other: R-PG60* 185 SH. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-67 Other: R-PG60* nge Frame IG/SG Impact Single H Certification Agency Certificate F1_,17499 R3_C...CAC f11VVindow.s 1855H_..(fin) Trnpa.ct, FL17499 R3_CmmCaN MI,Nd ncic:ws,. 1,85 Si{FFIn) impact (5) Done:pdf FLi74y9 R3_C CnC ,M1,;4Ytndotirs.;. :lt15 SH_(Flaj,ge)Impark 01pdf Fl_17499 R3 C . CAC , P1I;. lindows,.. 1115 SH,_(Flan.ge) Impact 4)-P f Quality AssuranceContract, Expiration Date 10/ 17/2018 Installation Instructions FL17•` 494 R3-_77_Q k-02545B.pof Verified By: Luis R Lomas PE-62SI4 Created, by Independent Third Party: Yes Evaluation Reports FL17499_ R3...: AE_._51332.1_B.-JAf Created by Independent Third Party: Yes 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FLV499 R3 C_,CLLAC APC{13361.}_E1726 0;1 -109h7.-_f 0 ii?S SH( FLC. twa ver);pd.' FL17499 R3 C_CAC MI Vmdows 1,85 SFl_ttrn) {1;1;;);pdr Ft 17499 R3 C_CAC_ ji t indo vs:_ 18S_SH_(Fin)._(12),,Lxf f117499 U .C.._CAG MI WindaNs.. 185 Sll,_(Tlange..) Quality Assurance Contract Expiration Date 10/ 08/2018, Installation Instructions FL1 499: k3 1.1_0Fi 025.490;,pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL174. 9 R3 _AE 513327B-4.pdf Created by Independent Third Party: Yes 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate i1, 37499 fi3_C_CAC._APC/13363.)E1729.01_109 4;7-R0 SH ( FL G ti_aiverft,pof Ft, 17499 R3 ...CAC_MI„Wind nvs,- 185 SH.t.Fin)_{13').pdf fLAM29 R3._C•CAt MI Wind oM 185SH F117499 R3_ C_CAC Nll_Windows.,. 185 Sti_(Flaricle.) i).pdr Quality Assurance Contract. Expiration Date 10/17/ 2018 Installation Instructions FL17139 R3: 11.•.0b3 02550B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports t 174. 9q R3 _AE. Si_3sz8t3 5,pd` Created by Independent Third Party:. Yes 36x71 Fin Finless, Flange Frame IG Single Hung Certification Agency Certificate FI t. 7499 R3 I.,WCAC AFC_H04C1.01 109 47 RO.,_185 i! Quality Assurance Contract Expiration_ Date 04/25/ 2022 Installation Instructions 2 of 4 4/13/2018, 7:05 AM. Florida Building Code Online https`//www.floridabuildiiig.org/pr/pr_ app_cltl.aspx?param=WGEVX.., 17499.5 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant:'Yes Design Pressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. 17499.6 i 185 SH, Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yesr Impact Resistant:. No Design Pressure: +60/-60 Other. R-PG60 17499,7 185 Triple SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: R-PG50* 17499.8. 185 Twin SH Limits of Use - Approved for use in HVHZ: No, Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +45/745 Other: R-PG45 Fl_1.7499TR 0.-03 is63, pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLI7{;99 93 AE.,51.4082.pdF Created by Independent Third Party: Yes 52x72..F.in/FlangeFrame IG/SG Impact Single Hung Certification Agency Certificate: FL17459 R3 C.._CAC_MI Windows 185_,SN_(Fin)Impact f I FL174 R3_f.,_f AC MI.NJ ndorrs.._ 185 SH':Fin} Irn.pact U) • Pdf EL 1749 R3C' CAG MI.:WindotiYs-- 185 Sf ;{Fiange)___Im t FL1749 I23 __CAC nciows_:.185 SH (21. 0f {Flange}_ Impact. E Quality Assurance Contract Expiration Date 10/ 10/2618 Installation Instructions r117 99 R3_II 08 Q254#.B 1,.p if Verified By: Luis R Lomas PE 62514 Created by'Independentl-hird Party: Yes Evaluation Reports ureatea by Independent Third.Party:'Yes 52x84 Fin/Flange Frame IG/SG Single Hung Certification Agency Certificate Assurance Contract Expiration Date 018 Verified BY: Luis,R Lomas PE 62514 Created by Independent Third Party: Yes Created by Independent Third Party: Yes L1x72 Fin FrameIG/SG Single Hung 11002 Flange frame SG Single. Hung Quality Assurance Contract Expiration Date l0/ 20/2018 Installation instructions FLI7 i 9 R3 :.iI._i)8 O S:It3B•.i2df Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports F1- 1:7499 R3...AF 1 32A5.-(.l).df Created by Independent Third Party: Yes 106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/ SG Single Hung i Certification Agency Certificate FLI7499-, AC_ - MI t^Jyj ows.- 185 3} pdt F7499 R3 ,i -C4C Mt. liincloy=_1.85 aIi Twit (Find 9 i pelf FL1749.. r i33_C...Au Mi;VJirt wa.-.78a SH Twin (Tiara L3), pd_f 3 of 4 4/I3/2018, 705 AM Florida Btild.ilg Code Online littps://www, flori dabui I d.ing.org/pt/pr_app_dti.aspx?paraiil=-vvG rVX.:. FL17499 R..3C CAC_[vpi.t Jlndows:. I__ SH , in._(.Fla i.ye) 4), pdf Quality Assurance Contract Expiration Date 16/ 20120113 Installation Instructions FLi 7499_,R3:.IT_OB-Q75475-7.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports R17491—) R3-_AE 513323i3 7..Ddf Created by IndependentThird Party: Yes' Contapj Us : i 1 Blair 5to ne.Rpad _TaAaliassgeFL 323Q,9 Phone.. 50 467:-1©.24 The State of Florida is an AA(EED employer. Coovriaht. 2. 07-2013 9(ate:of Florida.:; P.rLA,Gy Statement,: Acces$—jii4Y—Stateined4 Refund Statemen Under Florida law; email addresses are public records. If you do not want youre-dial 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. wPursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees -licensed under Chapter 455, F.S. must provde.the Department with an email address if they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address,. please provide the Department with an email address which can be made availableto the public. To determine if you area licensee under Chapter 455, F.S.,, please click here product Approval Accepts: Credit Card Safe 4/ 13/2018, 7: 05 AM NN S: i !HE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY wrrH REOUIREMENTS OF THE FLORIDA BUILDING CODE. WOQD FRAMING AND MASONRY -OP NING.10 BE DESEGNLL' AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENfNG 15 THE. RESPONSIBILITY OF THE ARCHITECT OR ENGINEER I OF RECOR D. 3. 1X BUCK OVER MASONRY/CONCRETE . L. 4. WHERE SHIM .OR BUCK THICKNESS IS LESS THAN 1-11/2" WINDD-N' UNITS MUST BIE ANCHORED Tr ROUGH l.-iF FRAME IN ACCORDANCE WTH MANJFACTlJRER',S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL HE SE:CURELY I -FASTENED' DIRECT LYIN70 MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTIRATE MATCQIAL 5. wHERc WOOD BUCK THICKNESS !S 1-11/2" OR, GREATER, BUCK SHALL BE SECURELY FASTENED TOi MASONRY, CONCRETE OR OT14ER STRUCTJRAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME 10 Sr -CURED WOOD BUCK IN ACCCROANC;- mTH MANUFACTURER' S PUBLISHED INSTAL LA'710N INSTRUC-'ONS. 5. WHERE lX DUCK IS NOT USEED DISSIMILAR MATERIALS MJST BE SEPARATED APPROVED COATING OR MEMBRAN't- SELECTION OF CCATINIGG OR MEMBRANE IS ?HE RESPONSIBJUTY OF THE ARCHITECT OR ENGINEER OF RECORD, 7. BUCKS SHALL EXTEND BEYOND WIND I OW 'NJER'OR FACE SO THAI `UUL FRAI,',,-- SUPPORT PROVIDED: 3. FOR -IN NS-'Al LAFION SHIM AS NEEDED. FOR FRAME IINSTALLAT !ON SHIM :AS RECOUIRED AT - EACH. ANCHOR LOCAlION WITH LOAD BEARING :SHIM. SHIM WHERE SPACE OF: 1/16" OR GREATER OCCURS. MAXIM. IUM ALLOWASILL SHIM STACK 10 BE 9. SHIMS SHALL BE LOCATED, APPUED AND MADE FROM MATERALS AND THICKNESS CAPABLE OF Su'STAINING APPLICABLE LOADS. 10: WIND LOAD D.URATIDN FACT 0 R C d=l.b W'As USED FOR WOOD ANCHOR cxu, -cu-IONS. 1 1 - FRAml- M'ATER . iAL: EXTRUDED UDEDRIGID PVC. 2 UNITS M VS T BE GLAZED P E P AS I W. E 13 0 d c) s s H 7 E 1 1 FOR CLASS DETAILS. 3. APPROVED IMPACT PROT7CTtVE SYSTEM mS REQUIRED'THIS P.: lk WIID BORNE FORRQDU-T DEBRIS REGIONS, 14. FOR: ANCHORING 1HROUGH FIN INTO WOOD FRAMING,• OR 2X BUCK 'USina WOOD SCREWS WIIH SUFFICIFLNT LENGTH TO ACHIEVE 'A 1114." MINIMUM EMBEDMENT INTO SUEISTR/',]E. LOCATE ANCHORS AS SHOWN IN El-EVATIONS AND INSIAILATION DETAILS- 2 3 4 10. REV DESCRPPON DATE I IPPROVED C 'R SPACING :& CHARTS D 7 'Ttl 44'EIIIISEI -11." CLASS 10/ 02/1-, 1 R.L 15. FOR ANCHORNG THROUGH FRAM . F INTO. I WOOD FRAMING. OR 2 1 XBUCK USE I'D w0bD SCREWS WITH Syi'=Il-ZNT JXN-,TH TO ACHIEVE A 1 1/4" MINIMUM EMBE OM i eN. T iN i 0: SUBSTRATE LOCATE ANCHOJR'5AS, SHOWN N ELEVATIONS: AND INSTALIATION P-TAII-s. OR ANCHORING THROUGH INTO MASON' RY/CONC RETE USE -1/16" APCONS W'Jl'H SUFFICIENT LEN' IJH 76 ACHIEVE A 1 1/4" MiNIMUM EMBEDMENT INT SU3STRAT 2 0 E WITHMINIMUMEDGEDISTANCE. LOCATE ANCHORS AS SHOWN IN FLFIVA.TiONS AND JNSTA!,ILATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTUREUSL #10 SmS op, SD,r DRILI-ING SCREWS WITH SUFf ICIENi LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCIURE INTERIOR WA. -L. LOCATE ANCHORS AS SHOWN LE EVATIONS AND DETAILS. 18. A..:_- FASTENERS TO BE CORROSION T RES'STAN 19, INSTA. LATION ANCHORS S) IAL,. BE INSTALLED IN ACCORDANCE WITH ANCHOR hOANUFACTURERfS INSTALLATION INSTRUCTIONS •:AND. ANCHORS SHALL NO' 9E USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE..MINIMUM STRENGTH SPECIFIED BELOW:. A. WOOD: MINIMUM SPECIFIC GRAVITY O. 1 G=0;42 B. cbNCRE.E: MINIMUM COMPRESSIVE :STRENGTH OF 2;,^GD PS.. r-1 MASONRY. 42LLONjtiLl- ED BLOCK PER ASTM '90 WIFH I'm=2,000PS! MINIMUM- D. META':.. STRUCTURE: STEEL 18GA (.048") FY=33KSI/F'j=52KSI OR ALUMINUM -.6063-T5 FU= 30KSIi .049" 7 11-R . I - 1,11NII.IUMiA3LE OF CONTENTS DESCRlf7lON SIGNED: 1211412017 MI WIND ANDOORS,T LLC OWWEST S t0 650 ' MARKETDSTREE4f GRAt.Z,PA 17030-0370 SF J 5 SERIES .185 ALUMINUM SINGLE HUNG WINDOW52" X 72" NON -IMPACT NOTES TAT OF k ZORN WM DWG NO P" vI3. 0802549 S I 'ATE NTS12/29/14 OF 11 01111 vA\N Luis R. Lomas P.E. FL No;: 62514 L. ROBERTO COMAS P. E 1432 WOODFORD RD LEWISVIUZ NC 27023 434- 988.0609 rUb..s@Ado p wm 52" MAX FRAMIL WIDTH; 52" MAX FRAME WIDIH I— IF" MAX C'" 2" MAXAX 2" MAX 1, VV x O.C. 27' MAXa 2" 16 MAX MAX 0.C_ 7 2" 72" VAX MAX GAME.FRAME HEIGHT HEiGHT It 185ALLJMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW REVISIONS DESCRIP-:tO.N I DATE F_ PRCV,'D PEVISED ANCHOR SFACtNG 11 CARTS 07/1/16 R.L. REVISED 3LASS 101/'02/17 I f" CHART # 1 Number of anchor locations required Frame rama.WIdth fin) Height 18.00 24.00 30.00 36.00: 42.00 48.00 52.00 in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24. 00 2 3 3s 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 38. 00 2 3 3 3 3 3 3 3 4 3 4 3 4. 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48. 00 2 3. 4 3 4 3. 4 4 4 4 4 4 4 54, 00 2 4 5 3 5 3 5 3 5 4 5 4 5 4 5 60. 00 2 5 3 5 4 5 4 5 4 5 66. 00= 2 1 5 3 5 1 3 5 3 5 4 V 5 4 5 4 5 72. 00 2 1, 6 3 6 1 3 6 3 _j 6 4 16 4 6 4 6 EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION SEE CHART#', FOR SWALLER. UNITS REQUIRED ANCHORS, SEE CHARTV, FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60. OPSF NONE NOTES: 1. MAXIMUM SASH S7E:.5 I" X 35". 2. MAXIMU,A SASH. 47 5/F" X 32 1/2". 3 DA-O.r 49 3/8" X .32 — MAXIMUMFIXED ; SWEEP LOCK,AT 8" FROM EACH END INTERIOR MEETING RA AND TACKLE BALANCE AT -JAMBS MI WINDOWS. AND DOORS, LLC 650: WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM, SINGLE. HUNG WINDOW 52" X, 72" NON —IMPACT FLANGE & FINLESS ELEVATiONS DRAwlq: IN. G. 7"G Na08- 02549 NITS 12/29/14 1 SHEF. r 2 OF 11 LROBERTO WMAS P.E 7432 WOODFORD RD LEWISOLLE, NC 27023 434- MO-0609 rfj0maS@7jrl0MfiSprUn SIGNED. 1211412017 R to 4V 0 951"t IN*XtAfi'O'F,4'u5r: lei - Luis R. Lomas P.E. FL No.: 62514 57 MAX I R.ME ':VIDTH 2 MAX —h 10" MAX O.C. r 1 10" 52" MAX FRAME tNl. 2' MAX 2 MAX - - 1 MAX O.C. I 2 MAX O.C,. ,I MAX O II, 0 72". t € 72,; MAY,, a MAX FPAME FRAME HEIGHT HLIGH1 1 1 il. 2" MAX REV: I 111-11?t'ION vAli' APPRG4TC i P. ftEV:SED .NCt10R SPACING &: CKI4R,S 07/11/i6 :R.L. E REVIF'.D, 'CLkSS .. _;'. 10/02/17 1 R '_. CHART # 2 Number of anchor local oris,required Frame Frame Width (in) Height 18.00 24.00 30.W 36.00 42:00 1 48.00 52.00 in) - H & S Jamb H & S' Jamb H & S Jamb:: H & S Jamb H & S- Jamb H-6 S Jamb H &.S Jamb 24: 00 13 13 3. 3 4 3 5 3 5 3 6 3" 6 3 30. 00 3 4 3- 4 4 4 5 4 S 4 6 4 6 4 36100 3 5- 3 5 4 5 5 5 5. 5 6 5 6 42, 00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48. 00 3 6 3. 6 4 6 5 6 5 6 6 6 6 6 4. 00 3 6 3 6 4 6- 5 6 5 6 6 6: 6 6 60, w 3 7 3- 7 4 7 5 7 5 7 6 7 6 7 88. W 3 8 3 8. 4 8. 5 8 - 5 8 6 8 6 8 72. 00 3 8. 3 1 8 4 8'.. 5 6 6 8 6 6 8 185. ALUMINUM SINGLE HUNG WINDOW 785 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW. - EXTERIOR VIEW FIN INSTALLATION FIN LVSTALLATION SEE : CHARTN2FOR SMALLER.UNITS REOUtREDANCHORS SEE-'CHARTi2FOR:SMALLERUNITS:REOUIRED.ANCHORS DESIGN PRESSURE RATING-MOPACT RATING 60,OPSF NONE SIGNED: 1211412017 NOTES: I. MAXIMUM SASH :SIZE:51" X 35'. 2 MAXIMUM SASH D.L 47 & x 32 /2, 3: MAXIMUMIXCCD.L 0 . 49 3 6" X 32 /2". M:I WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17.030 0370 J\? R • L oIJX i XGEHSF 90, Ao„6251 dr - SERIES, 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72 NON —IMPACT HARDWARE SCHEDULE 2)METALSWEEP. LOCKATB".FROM.EACH-END INTERIOR MEETING RAIL - 2)'BLOCK AND TACKLE BALANCE AT JAMBS - FIN ELEVATIONS b O• 'c'. OR10Q.' G Eip Jr7S`/ONA ` IEN\'\ is R. Luis R. Lomas P:E , 62 DRIWN: N. G. VNC No. 08 GO 2549 R 4 B . DUE NTS 12/29 1.4 3.OF 11 L:ROBERTOLOMASP. E. 1432 WOODFORD RO LEWISVILLF, PIC 27023' 434-688- 0609 dlomas@Idomaspe.crom- 1/2 MIN EDGE DiS'.TANCE WOOD FRAMING X rUOR?,7 BY OTHERS -4 t 1 j 4'.. 411?i. 41E3`.LME`1T jj BACKIER. ROD APPROVED i 1 ' MAX. .; S'ALAF4T g I \a\`Hl+ SPACE, l I 10WOOD SCRE'N: I I INTERIOR' L_ EXTERIOR. BAE: KER ROC APPROVED SE?!_ AN" 1, 1.00D f R14+ING Oft 2X BUCK BY OTHERS VERTICAL CROSS SECTION StL'_ TO BE SET IN A BED. OF" APPROVED ST„ UCTJR L SEALANT i;/ h' MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK. INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2.. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IMACCORDANCE. WITH ASTME21'12 REVISIONS' REV i DESCRIPTt N I DAi APPROVED A µi_REVISED ANCHOR SPAC hC &' CNzR1:S. C D / ri:6 R.L. B `- REVISED GLASS. C 10/02/17. 1 R.I.— M1RFDt> IEtiT I. SHIM SPACE MiN EDGE r f INTERIOR DS':. ANCE i I rrl -- 10 WOOD HOOD FRAMING c' X S JCK BY OTHERS BACKER POD k rPROV€f EXTERIOR SEALANT JAMB' INSTALLAT16N DETAIL WOOD FRAMING OR-2X BUCK INSTALLATION SIGNED: ° 1211412017 MI WINDOWS AND DOORS, LLO 650 WEST MARKET STREET GRATZ, PA 17030-0370 t 11I1UI/r; R• L6y% SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS SAT OF\ r Ir-S . <'OR10t •P` SIONA ' E'E \\\' a> A RW T ewc •40 08 54g gev B sN.G. s0 NT5Onc. 12J29/1a OF T1 L ROBERTO LOMASP. E. 1432 WOODFORD RD LEIVSVILLE, NC: 27023 434- 688_0609- dlamas a fibmaape.c a Luis R. .Lomas P.E. FIL No.: 62514 I 1 2 MIN REV D SCRIP7^;J DaTCAPPROVED u G DI,ANCE, I A R V15ED-ANCHJF SPACING & CHARTS ti- tETAts'' PUCTURE \ 6 [ vt [D GLASS i oiez/iz H1,: BY 01HERS h 1/4" MAX, - --- SHIM SPAC APPROV C EALANT 1/ 4" MAX. SHIM SPACE f' 0 S M S OR I ! Sr 1 c DRILLING SCREW I- # 10 SMS OR INTERIOR SELF RIL ING INTERIOR. SCREWS J ' I r 7, F. .............- L DISTANCE J,ik EXTERIOR MFTAL- EXTEP71OR \ STh I , URE \-._ 3A KFR .RG0 BY0 "ERS V APPROVED SEALA4 JAMB INSTALLATION DETAIL METAL' STRUCTURE INSTALLATION SILL TO E S'? Al ' PROVED S RUCTUR.AL BACKER ROD. --rf I SEA?.ANT APPROVED SEAL47 1/4" MAX. SlHWI. SPACE R 1E SIGNED: 1211412017 STRU. TJzzE BY OTHERS ' ' M.1 WINDOWS AND, DOORS, LLG \\>>ti R. I IL 650: WEST MARKET STREET 99 i GRATZ, PA 17030-0370 ` vXGENS. s VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION . SERIES. 185 ALUMINUM SINGLE HUNG WINDOW =*' 0,.6y 5 lJi 52" X 72" NON —IMPACT = ;j C/f FLANGE :INSTALLATION DETAILS ^a TAT OF uZ. NOTES: DFAVIW DWG No REv ''a` nS'. c ORIDP C J INTERIOR AND 2. rJ. SHOWNROND O!N SEALANT BYO ERS O.B_ 5 : DaTc _ , / DS 502559 OF :fi 6 // fsl0- t t1J?\,\ acENTS122914DESIGNED INACGORDANCE'WITHASTM,E2112 . L. ROBERTO LOWS P.E' Luis: •R..Lomas P.E. 1432 WOODFORD RD LE141SVILLQ-NC27023 FL NO. 434-688:osos rllomas@5JrlarnRspa.mrn .: 625.1-4 RE V>9 G.S 2 1/2" MIN. ,1IREI UES^.RlF' lOF1 1 DTT n.tPPP.OVED AGE DISTANCE A EMS ED ANCHOR SFACNG dc.: CHAF?FS 7/11/16 1 R.L. CONCP.ETE/MASONRY s, OTHERS j I B >cVI LC CLASS1; 1 Q/02/ 1,7 R L- OPTI( M. AL X EUCK' 4 y d AtiIN. c x _ 7. - ° EMBEDMENT 4 MIN S tNGT \ cMPED LENT SHEET - rCONCR"AXRETE/ MASONRY I SHIMrSTAGEBY OTHERS 1/ 4. 1/ 4" MIX. BACKER ROD s4 - SHIMSP.CE \ A°F OVE6 SEALANT U I 31116 TAPc N INTERIOR INTERIOR-- Ef j f,/ rput[x 1 q ........ I I i jLi . .r \ EXTERIOR BACKER ROD ISSS & APPROVED OPTIONAL IX. SUCK - j SEALANT EXTERIOR. / SEE NOTES — 7 SHEET 1 JAMB;: INSTALLATION DETAIL CONCRFTF MASONRY INSTALLATION 0 BE SET NOTES. IN A BE OF 1".-INTERIOR AND EXTERIOR FINISHES, BYOTHERS. SACKER ROD APPROVED NOT SHOWN FORCLARITY A I `ZOVEL'. 'f ' R:,C.GRAL 2, PERIMETER AND JOINT'SEALANTBY OTHERS. TORE SEALANT SE L,AN DESIGNED lNACCORDANCE WlTHASTME2112 SIGNED: 1211412017 L OPTIONAL 1X BUCK L_. ! 1/ 4 MAX,. Mi WINDOWS AND DOORS; LLG' 1trlrrttl SEE NOTE 3 c t .-%- j HINr. ,Fr. CE - , \ S ft. L0777// SHEET 1 650 WEST MARKETSTREET \ \ 4f 1 1 GRATZ. PA 17030- 0370 zz.r •GENS 9J CONCRETE11MASONRY i SERIES 13S ALUMINUM SINGLE HUNG WINDOW 3Y OTHERS ° t 52" X. 72 NON — IMPACT (( FL ' ANGE INSTALLATION DETAILS A , TATE OF 4 n UFAWN: ov.D vo. Bea i'F cGQ.Ri4Q \ N.G. DS 02S49 s`^': NTS 63iT` 12,/29/ 14 1 SY V-T6 OF 11 tt1i1111H\\ VERTICAL CROSS SECTION c-ROSEAro LOWS F.E. CONCRETEMASONRYINSTALLATION iA32W000FORDROLEVVISOLLE.NC:27023 Luis R. .'Comas P.E. 434-688-0609 dfo—sr Irlomespezo - FL No.., 5251.4 WOOD FRAMING, f9I'2.:.2V BUCK BY .OTHERF APP?^V7.D S. ALANT 2" MIN EDCF DISTANCE REv I DES aiPT N Df+. n."('ROVEf} A !EVt EL -ANCHOR SPAC ,NG :a, CHARTS 07/' 1/16 P._. I ? 1 PEI StD. 0-AS S 1 10 02 `1:7 R. i_.., t - A MAX. J SIiI A SPACE_ EMbEDNiENT - r a iIM SPACE U'10- WOOD - C:Rrl1. 1/Z I MIN / INTERIOR EDGE, DISTANCENCE z0E, / I- SCREW R OEXTERIOROP. 2Y, BUCK• l; B" OMHERS L 'RACK.ER ROD APPROVED SEALANT JAMS INSTALLATION, DETAIL WOOD FRAMING - OR?X BUCK INSTALLATION El BACKER R(' D SEA AtiT APPRtll7 1 J i ` S ACc' SIGNED. 1211412017 woD -RA 1it^ %" M{I WINDOWS AND DOORS 'LLCOR \tllrti`rrI1I8'6( B GT Ek ,, 650 WEST MARKET STREET GRATZ, PA 17030-0370 \4 \G E SERIES 1135 ALUMINUM SINGLE HUNG WINDOW 51 #_ VERTICAL CROSS SECTION 52" x 72" NON -IMPACT / ry WOOD FRAMINGOR2X-BUCKINSTALLATJON FINLESSINSTALLATION DETAILS 7J TAT O T'. NOTES. A` 4. vl; DNCNp. Pz % .pRl4.•' 1. INTERIORANDEXTERIOR' FINISHES, BY OTHERS,NOT '25' 4. - ! tS • • .. • C2 B SHOWN OT/to111110 2.PERIMETERANDJOINISEALANTBYOTHERSTO NTS DATE 12/29/14 THE "79 OF 11, DESIGNED INACCORDANCE' WITHASTME21-.12 _ - - - L.ROBERTO.LOMASRE, R. Luis. R.Lomas .E',: 1 +38WOODFORDRDLEWISVILLE,. NC 27023 r as P 434.-BB8- 0B09-rfkrti3s@1r,'omasDe,o rri' .FL j ETA L STRIJ' IT R E BY OTHERS APr,R("VF.fl SEALANT I / 2'2 FAIN EDGE DISTANCE 1/4" MAX. SHIM 'SPACE REVISIONS DrSCRIPTION REVISE,:) ANCHOR SPACING & CHART' REYISED CLASS yiE VED 10/02/17 R.L. 4" MAX. 10 SMS OR SHI%4 SPACE 1 S EL,l DRILLING #10 SNIS- OR — F SCREW SELF DRILDINIG f INTERIOR SCREYVS INTERIOR MIN 5 ...... IDGE DISTANCE J . . ...... . . . ........... .. EXTERIOR j. METAL BACKER ROD STRUCTURE & APPROVED EXTEP?n > BY OTI-.ERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLA T(Ot4 DI L TO BE SET rlt IN A BED OF APPROVED STRUC-1URAI.. BACKER FOD S E A-L ANT. APPROVED SEALANT 1/4" ',AAX. SHIM SPACE SIGNED: 1211412017 ME AI MI WINDOWS AND DOORS, LEGSTRUCTL;iRi L o By ("TT"RS t 650 WEST MARKET STREET 41 GRATZ. PA 17030—C370 E N 6, VERTICAL CROSS SECTION SERIES 185 ALUMINUM SINGLE HUNG. WINDOW 51'r _*S METAL STRUCTURE INSTALLATION 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS 1-0, NOTES: M.WN; I j • ''4 OR I'D NOT SHOWN FOR CLARIN G. — LINTERIORANDEXTERIORFINISHES, BY OTHERS, TY I B 1/; V'W' 2 PERIMETER AND JOINTSEALANT BY OTHERS TO BE NTS 12/29/14 08I025sHEET849 % OF 11 DESIGNED IN ACCORDANCE WITH ASTM E2112 L RORERTO IOWAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL No.: 62514 d I t2" MIN, - REV D_5CRIP lON DA - i APPR6lF.D EOC 5`aNCE ...:._ A. REVISED ANCHOR -.S?A::IVG R CHARTS 07, 1 /1E E R,L, CONCRETE M46ONRY , - y~' Rc'VISED GU-r 02/17. R'LIBw .SS - E OTHERS s c r° 1 1 - MIN. I Of - ZONAL 1X BUCK, ° /4I T 1/ A" r;€N SEE NOTES 3 - 7_ __ ._ __< _ _. _ rd3 DIM t t. 3CUME'VT SHEETJ 3 I CONC ETE/ S4ASONP.Y--....., By OTHERS OPTIONAL 1X, BUCK SEE NOTES 3 - 7 1/4'. MAX. o S,ET BACKER ROD -. i j _. 1..: SHIP. SPACE APPROVD I 7N SEALAN 3./1.6" i.A?CON , ! SHIN .SPACE. INTERIORS INTERIOR 2 j:/. a It .I _ __ fE DGE DISTANCE EXTERIOR EXTERIOR 1 BACKER ROD. d APPROVED. SEALANT II ' JAMB - INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION` SILL TO BE SET BACKER vJ / / IN A- BED OF ::NOTES: - F. / APPROVED I 1. INTERIOR AND EXTERIOR FINISHES, 8Y OTHERS, f -& APPROVED s ' / ( RUC?ORAL: NOT SHOWN' FOR CLARITY. SEALANT ` SEA -ANT - 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE O TONAL 7X B Ir'K ' / DESIGNED INACCORDANCE WITH ASTME2112 MtiX: SIGNED: 1211412017SEE NOTE3 7 _ S6iIM 'SPACE SFIFET i. MI WINDOWS AND DOORS, LLG 1 ttIIlllul/ 650 WEST MARKET STREET `$ F1 L p/ij r ON :RErE3 MOTONRS - - --- GRATZ, PA 17030-037.0. r •'\GEIVS*cp SERIES 185 ALUMINUM SINGLE, HUNG WINDOW *• a, 6f51 k 52" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS TAT OF a__, — PRAWN: :bWG: No. RN/j(• FGQRIDA •G\\\. VERTICAL CROSS SECTION NT.S DATE 'I2/29/-1.4 08 5K' 99 OF 11 8 '//7SjdMAL1 >N` CONCRETEIMASONRY INSTALLATION L. ROBERTO LO. MAS P.E.'Luis R. Lomas. P.E 7432 WOODFORD ROLEWISVILLE, tC 27023 FL. No.: 62514 434-689-0509-diomaspiaon aspe.com 1.4,: MIN. APPROVED — EMBFDMENT SZALAN I Y00D BEHIND FIN FRAWI JG BY 0 HERSlw1/4 MAX. IT,I .. ,_L. SNIs SPACE. 7/16" MIN 4 EDGE DISTANCE 8, WOOD SCREW REV DESCRfPr ON: DATE. -PR kED A-RFVISFD ANCtAOR SPA iNG'P< CHARTS-. 07/ 1i/IF, R.L. B I REVISED CLASS 13/02/ 17 . R. L, i ' dOCID F RAVING --... }-- / 4" MAX BY 0 HERS NIM SYAC: I I INTERIOR \ , j WCO D SCREW' INTERIOR MIN /t c . U 1EEMOLDUEN, (a F l AA I Tom- ( 1 _.I I :X C..^ 5: APPROVED -- SEALANT II—' EXTERIOR aEr:aD rIN — I I , f ri . ntN I EXTERIOR, TDCE 'DISTANCE —1 — -- — I JAMB INSTALLATION DETAIL, I WOOD FRAMING OR 2X'BUCK INSTALLATION S a rid WOOD S:.'<E',Ii .NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 1 !-4 MAX lI~ r NOT S14OWN FOR CLARITY. f `,= 1t A;)=. r2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE- DESIGNED INACCORDANCE WITHASTM EY, 12 f SIGNED: 1211412017 7/16 ` I i..._ i EDGE DSTANCF J {j MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET \\5 LpI APPROVED — i ' t100ti - - J SEALANTfFRAM NG 4f GRATZ, PA 17D30- 0370 r G'E'VS cP EHIND FN 1 1 MIN'. CyJ CTIIE':iS SERIES165 ALUMINUM, SINGLE HUNG WINDOW *• 0 51 71 I MBEDMIENT 42" X72" NON —IMPACT VERTICAL CROSS SECTION FIN INSTALLATION DETAILS TATE OF a WOOD FRAMMG OR.2X BUCK INSTALLATION. DRAAN:.. 'cwc'no::' ary i A•_Q f; tiile;'\ CtiE08 SOE S#9 trG ONA,NTS DAre 12/29/ 14 10 OF 11 L: RO8ERTO L MAS P. E P`.E. 1432 WOODFORD RD CEVJI5VrLLE, NC 2:023 Luis R. Lomas 434se6- 0609 FL No.: 82514 1 i I I ' 1 I t Sf16 i FLANGE FRAME HEAD CM-18501 AL UMINUM.6063-T5 :050' THICK 2 .5 /' 6" n E 3 31j8" FLANGE FRAMESILL. CM-.18502 ALUMINUM 6063-T5.055" THICK I SSE' LOCK RAICJS.TILE CM-18505 ALUMINUM-6063-T5:0&2* THICK L 1 7 8" 1 FLANGE FRAME JAMB CM 18503 ALUMINUM 6063=T5.050" THICK 2 5/16" -i 2 :3y'1'E FINLESS FRAME SILL CM-18554,, ALUMINUM 6063-75 ;055"THICK 2 5 T5 Ll I. IJ i SASH BOTTOM RAIL CM-.18555 - ALUMINUM 6063-75--.050"THICK. 2 3/ 16"- 1 5,/16" 1— FINLESS FRAME HEAD CM-18553 ALUMINUM 6063-T5.050" THICK 2 5/1g E 3 '%4'; I W. FIN FRAME SILL CM-B509' ALUMINUM 6063-T5.055" -THICK' 1 1/B" 2" IIZL MEETING RAIL CM-18504 ALUMINUM 6063-T5.055" THICK 1 2 3%16 i FINLESS FRAME JAMB CM-Y8513 ALUMINUM 6063-T5.050"TMCK 3 2 5// : 6" FIN FRAME_HEAD CM-18508--- ALUMINUM 6063-TS l050•THICK 2 3/87 FIN FRAME JAMB CM=18510 ALUMINUM 6063-T5.050"THICK REYOMNS DESCRIPT101 -ANTE_ APP RS'FD R!MSED -ANCHOR SPALING 4 C;a.AF.?S -r /t / 16 € ft L. _ R'-VISED a; 8" 1 1/8" AN;N.I 1%81 ANN. 1/8" ANN. 090 PVB BY 6UPARAY. I META!, REINFORCED I BUTYL SPACER I €I EXTERIOR I I - INTERIOR s. 2" BIT, — SILICONE SEALANT SE7;NG BLOCK —/ GLAZING DETAIL SIGNED: 1211412017 MI WINDOWS AND DOORS, LLG 1 3/8, 650 WEST MARKET STREET' tttntfrrlj 5 R L ohl I 1. GRA-Z, PA 17J30-0370 CENst`-qs%. SERIES 185 ALUMINUM SINGLE HUNG :WINDOW Zz*' /lo 51 52" X 72" NON -IMPACT fiN I COMPONENTS J! o . TAT 0 to GLAZING BEAD Cf 1-18535 — SASH STILE CM-16507 nrnwrv: »c Rev Q • k i/.h eCORI P'`` lt+••-..• tj RIGIDPVC..050'THICK ALUMINUM6063-T5-050"THICK 08 02549' sca€.,NTS D""--T9/29/14 OF 11 L. ROBEERTO LOWS P.E. 7432'NOODFORDRDLEMSVILLE;'NC27023 434-868-0809 LD€5 R. .Lamas P_E: L No.: 6125.14 Y Florida Building Code Online https://www.floridabuilding;org/pt-/pr_app dti.aspx?parain=wGEVX." BC[S Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff SCLS Site Map Links. Search Product Approval USER: Public User R c¢u5 t Ai:r4YaLCgsru >T'rcdurt tL AQ Ii$:IS n.Cearcfi-> 1;.p7,ikahon_LFt > Application Detal FL # FL15349-R10 Application Type Editorial Change Code Version 2017 Application Status Approved Approved by DBP.R. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MT Windows and, Doors Address/Phone/Email 650 West Market Street Gratz-, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com. Authodred Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative. Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist- Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101A.S. 2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Year 2011 2008 l of 411312018, 7i21. AM F?orida Building Code .Online http§:,I/www.floridabuildijig.oTg/pr,lpr_app_dtLaspx?param,wGEVX::, Date -Submitted DateValidated Date Pending FBC Approval Date Approved FL # Model, Number or Name 15349. 1 185 PW' Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: CW "PG60 153491 185 PW Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure; +55/-55 Other: R PG55 15349. 3 i 1B5 PW Impact 03/ 26/2018 03/ 26/2018 03/ 27/2018 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes. Design Pressure: +55/-55 Other: FW-LCS5; Missile Level D, wind Zone 3. Glass consisted of 5/32" tempered exterior - spacer - 5/32" annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass was bedded in'Pecora 896 silicone with 5/8" glass bite. Description 73 x 72 Insulated Glass I .... Certification Agency Certificate t• L1S349 R10 C CAC_Ai?C 12785,12787.pclf I Quality Assurance Contract Expiration Date. 04/ 03/2023 Installation instructions FL15349_ RIO II 08 023573,pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third` Party: Yes Evaluation Reports i l-15349_RIO 'AE 5131.24B,I)df Created by lndependentThird Party: Yes 159 x'54 Triple CHS Insulated Glass Certification, Agency Certificate. FL1534 R1A C CAC APC 153_S.Q,,pdf Quality Assurance Contract Expiration Date 01/ 24/2021 Installation Instructions FL15349R10._ 11 08-02949:eaf Verified By:. Luis R. Lomas, PE 62514 Created by. Independent Third Party: Yes Evaluation Reports FL15349_ RIO ,AE 5137 3.p ll Created by Independent Third Party: Yes- 72 x 72 Insulated Laminated Glass Certification Agency Certificate FL15344.. R1.0,C; CAC_ Abe 1454:peif Quality Assurance Contract Expiration Date 06/25/ 2021 Installation Instructions FL1:5. 349_ R10_II_08 0294FS ,pc(f Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL1534° R1: O,.A...F 5:1'782 ii;lf Created by Independent Third Party: Yes 15349.4 185 PW Impact 1 159 x 54i Triple CHS Insulated Laminated Glass Y .......... ... ......... Limits ofUseCertificationA9encCertificate: Approved for use in HVHZ: No FL15349 RI.O C CAC AP(" 8272,pdf Approved for use outside HVHZ; Yes FL153#9 R10 C, Af,_,pPC 8273..I df. Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: + 55/-55 01/24/2021 OthemFW-R55;; Missile Level' Di Wind Zone 3. Glass i Installation: Instructions consisted of 1/8" annealed exterior spacer - 3/32" annealed FL15349 R10_I_.f 08-0:1614B.ncif 0.090 Solutia: PVB / 3/32" annealed. Glass was bedded in Verified By: Luis Roberto Lomax 62514 Pecora 896, silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports 15349.5 185 PW Impact Limits of Use Approved, for use in HVHZ: No Approved for use 'outside HVHZ. Yes Impact Resistant: Yes Design. Pressure: + 55/-55 Other: FW- LC55, Missile Level D, Wind Zone 3. Glass consisted of 5/32" annealed exterior - spacer-5/32" annealed / OAOO Solutia Saflex HP / 5/32" annealed. Glass was bedded in`Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party; Yes 96 x 60' Insulated Laminated Glass Certification Agency Certificate FI.t53A9_ R10_ CAC_APC 7962.p f Quality Assurance Contract Expiration Date 1>2/ 05/2020° Installation' Instructions FL15349 R1. 0.. 11 08 p2613B_pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports 2 of 3 4/13/2018, 7:21 AM Florida Building Code Online 1 https://www.floridabuiidiiig.org/pr/pr_app_dtJ.aspx?parain=wG11VX , FL15349 RiQ:.._AF 2?.777B.pc1F j Created by Independent Third Party: Yes Back' (Neztl Contact Us :: _ QOS_Bleir Stone Road. Tallahassee FL 32 9.9 Phone: a-4H7=1824 The State of Florida is an AA/EEO employer. CoM0gf t_20V-2013 Ate e ofn Florida: privacy ter ent ;: 1lecesssibilitty Statemenk :! Refund Statement Under Florida law, email addresses are public records: U you donot want your: e-mail address released in response to. a public -records request, do not send elec(ronic mail to this: entity. Instead;, contact the office by phone or by traditional mail. . If you have any questions, please contact 850.487.1395; *Pursuant to Section 455: 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S;. E.S. must provide the Department with an email address If they have one. Theemails provided may be used for official communication with the licensee. However email addresses arepublicrecord. If you do not wish to supply a personal address, please provide the Department wah an email address which can be made available to the public. To determine W you are a -licensee under Chapter 455,.F.S:, please click-:hh„-rre_. Product ApprovalAccepts: Credit Card Safe Lof 3 4/ 13/2018, 7:21 AM f NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA. BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE. RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK `THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION 'INSTRUCTIONS. ANCHORS. SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER' STRUCTURAL SUBSTRATE MATERIAL, 5. WHERE WOOD BUCK THICKNESS 1S 1-1/2" OR GREATER; BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME .TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION .INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT .USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE_ SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER. I OF RECORD. 7. BUCKS SHALL EXTEND :BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. :FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM. AS .REQUIRED AT EACH ANCHOR: LOCATION WITH LOAD BEARING SHIM, SHIMVHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4°. 9.. .SHIMS SHALL BELOCATED-APPLIED' AND MADE FROM. MATERIALS .AND THICKNESS :CAPABLE. OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13, APPROVED IMPACT PROTECTIVE :SYSTEM IS REQUIRED` FOR .THIS PRODUCT IN WIND' BORNE DEBRIS : REGIONS. 14. FOR ANCHORING' THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE :#6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM .EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN (ELEVATIONS AND INSTALLATION DETAILS. REYlSIONS. I DESCRI.-noN'DATE MPROVED' A I REVISED:- INSTALLATION, DETAILS. 06/01/15 R.L B I REV6Ei) NAME AND .ADDRESS 10/27/16 jR.L. 15. FOR ANCHORING THROUGH FRAME INTO ROOD 'FRAMING OR 2X BUCK USE # 10, WOOD - SCREWS WITH SUFFICIENT LENGTH TO:ACHIEVE .A 1 1/4" MINIMUM :EMBEDMENT INTO. SUBSTRATE_ LOCATE ANCHORS AS SHOWN iN ELEVATIONS AND INSTALLATION DETAILS. 95, FOR ANCHORING- THROUGH -FRAME INTO MASONRY/CONCRETE. USE 3/16" TAPCONS WITH: SUFFICIENT LENGTH TO: ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2' 1/ 2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS.:OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE ] NTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION' DETAILS, 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS 'SHALL BE 'INSTALLED IN ACCORDANCE WITH, ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH 'STRENGTHS LESS THAN THE MINIMUM STRENGTH' SPECIFIED BELOW: A WOOD: 'MINIMUM SPECIFIC" GRAVITY sOF`C=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 'PSI.. C. MASONRY-. HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2;000PSI MINIMUM. D. METAL STRUCTURE;; STEEL 18GA (.048") FY=33KSI/FU=52KS1 OR ALUMINUM 6063—T5 FU=30KSI :048" THICK ,MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF 'APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2: I TABLE OF CONTENTS 2 — 3 ELEVATIONS, CHARTS AND GLAZING :DETAILS 4 — 1.2 INSTALLATION DETAILS. c M1 WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, ' PA 17030 v SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT fl/ NOTES7:" 71% 15l2016 1NIl11 1/ arE -- 08 357 B ji/S ONA'1 1\ NTS 09/03/1`4.. —snEE- OF 12. L ROBERTO L<YJAS P.E. - LUIS R. Lomas P.E. 143P WOOD^ ORD RD LEWISVILLE NC 7023, is . '6251'4 j- 72 1/2" MAX FRAME WIDTH 6 MAX -I. I--- 1:8 MAX D.C. 6" MAX 6" MAX 00 18' j MAX D.C. T- 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS $FRIES 185 ALUMINUM FIXED WINDOW. 1 &#2 EXTERIOR VIEW FOR (NUMBER OF ANCHORS REQUIRED 72' 1/2" MAX FRAME WIDTH 6" MAX 18 MAX D.C. 6" MAX im- 71 1./2" 18" MAX MAX.. O.C: FRAME HEIGHT IT- 00 REFER To CHARTS I85 ALUMINUM FIXED DESIGNER WINDOW 1 & #2.. EXIERIORVIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE. RATING .IMPACT RATING 60.OPSF NONE NOTES: 1.. MAXIMUM D:L'.0.: 69314' X 66 3r4 REVISIONS REV DESCRIPhON DATE APPROVED A REVISED INSTALLATION:: DETAILS- 06/01/15 R.L. 8' REVISED NAME. AND ADDRESS 10/27/16 R.L. CHART #1 Number of anchors. required (wlthout'.HgidYllferal Frame: Frame -:width (in) Height 24.00 1 30.00 26.00 1 42:00 48.00: 1 54.00, 60.00, 66.00 7250 inl HAS. ambj HAS Winb HAS pambf HAS JJamb HAS JambJamlilHAS Jamb HAS' amti'. Has Jamb HAS- amb 24, 00. 2 1 2 1 2 2 3 1 2 1 3 2 3: 2 4 2 4 1 2 1, 4 2: _ 5. 2. 30. 00' 2. 2 2 2 3' 2 3- 2 3l 2 4 - 2 4 2 4 2- 5 2 38. 00 2. 3. 2 3 3 3' 3 3 3 3 4 3 4 1 3 1, 5 3 5 3 42. 00t. 4, 3 3 3 3 3 3. 3 4 3 5. 3 5 6 3 48. 00 3 3" 3' 3. 3 8- 7- 4 3 5: 3 0 3 8 3 54. 00 4 5 4 1. 4 3 4. 4 4 5 4 6 4 7 4 60. 00, 4 1: 4 3 5 5' 4 88. 00; 4 3. 5, 3. 5 3' 8:4 6 5 B 6. 6 7. 6. 71. 50 5 3' 5- 9' B 3: 6 4 7: 5 7 6 7 7 7 CHART # 2'. Number of anchors required (with rigid fillers) rframeL F..idth (in) Haight 24.00 30.00 36.00 1 4200 1- 48.00 1 54.00 80.00 66.00 72.50 - m) H&S amb NBS amh WAS JambIH&SJamb] HAS- amb HAS Jamb HAS Pambl:HAS: amb HAS Jamb 2400 2 2 2- 2 3 2, 1 3: 2 3- 2 4 2 4. 2 4 2 5' 2 30. 00 2 2 2. 2 3- 2 3 2 3- 2 4' 2 4 t 2 1 4. 2 5' 2 36. 00 2 3 2'. 31 3 3' 3. 3 3 3 4: 3 4- -1 3 1 4 L 3 5 3 42. 00 2 3 2 3'. 3 3 3 3 4 3 4 3 5': 3' 48. 00 2 3 3 3 3 3 3 4 3 4 3 5' 3 54. 00 2 4 2 4 3 4. 3. 4 4 4 4: 4 5... 480. 002. 4 2 4 3' 4. 3 ft34 4 4 4. 4 4 5 4 86: 002 4 2 4. 3 4 3L 4 4 4 471: 602525353: 5. 4 5'. 4 5 S B SEE SHEETS 4=7 FOR INSTALLATION DETAILS MI WINDOWS AND. DOORS, LLC- 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED: WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION & CHARTS DWG: N0. REy 08- 02357 Bs NTS DATE 09/03/14: 5"'ET2 OF 12 L.- ROBERTO LOMAS P.E. 1432. WOODFORD RD LEWISVILLE, NO 27023:' 434- 688.0609. dbmasr IrlomasPe.com SIGNED:: 1111512016 S tRt . LtQ tl7'%i 4 GENs.9 1_ 3T/ AATTEEOF O'. F1 C}Rtn? • iFS • " f 1 Luis R. Lomas P.E. EL No.: 62514` i i 71 i FI HI 6' MAX I 2 f-} I I 1/2'' MAX FRAME W1DTH 18" MAX D.C. 6 MAX L00 t8" jMAXOC: IAX IGHAMEIGHT f j 6 MAX REFERTO CHARTS J SERIES 185 ALUMINUM FIXED.:WINDOW FOR NUMBER OF F_XTERIOR: VIEW ANCHORS REQUIRED 72 t,J2" .,MAX FRAME WIDTH-= 6 MAX t18" MAX O:C. -{ 6" MAX MAX 1 MAX' O.C. I , 71 1/2" MAX jFRAME' HEIGHT CHART # 3 NUMBER OF SERIES 185 ALUMINUM I FIXED DESIGNER WINDOW. S REQUIRED EXTERIOR VIEW DFSI(, N PRESSURE RATING IMPACT RATING f60 0PSF NONE NOTES: 1: A24XIMUM:D.L:0.::--69314',X68`3/4' REVISIONS _. DESCRiPnON DATE APPROVED: REVISED INSTALLATIOWDETAILS 06/01/1 5 R.L. REVISED NAME AND ADDRESS" 10/27/16 R.L. CHART K3 Number of anchors required (On.instdilaGon) Frame.. Frame width -(in)`- Height 24.00 30.00 36.00:' 42.00 1 48.00- 54.00 60.00 1 66,00 72.60 lint- HdS Jamb H&S J..b H&S Jamb H85 Jamb HBS Jamb HBS Aiab H85 Jamb HBS amti HdS-Jamb 24. 00 3: ' 3 3 3 3 1 4- 3- 4 3: 4' 1 5 3': 5 3 6 3 30. 00 3 3 3 3 3. 3 4 - 3 4 3 4'. 3 5-. 3,... S 3 6 3'" 36. 00 3'. 3 33 3 3 3 4 3 4 3 4 3' 5 i3 5 3 6 3 42. 00 3. 4 3 4 3 4. 4 4. 4 4 4: 4 5 4 5 4 6- 4.. 48. 00-.-3 4 3 4 3.. 4 41 4 .: 4 4 4 4.- 5 4- 5 `' 4 6.... 4. 54: 00 3 '- 4 3 4 3 4 4 4 4 4: 4 4- 5 4, 4 6 4 80. 00 3 5 3 5 3 5 4 5 4 57 4 5 5 5 5 5 6 5 66. 00 3' 5 3 r5 3 5 4. 5 4-- 5 4 5 5 1 5 1 5. 6 5: 71. 50 3 6 3 6- 3 6 4 6 4 b 4. 6 5 6 S' : 6 6 6 -- SEE SNEET 8 FORYNSTALLATION. DETAILS' MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ,ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN ELEVATION & CHART RAWN - DWG NO.. J. L. 08-02357 cxE NTS DATE 09/03/14 1 SHEET 3, OF 12 L.. ROBERTO LOMAS P.E. 432 WOODFORD RD LEW/SVILLE,:NO 27023 434- 568-0609 ilrornasC frlamaspa:com. SIGNED.- 1111512016 p•uTATE OF Luis R. Lornas P.E. FL No: 62514 1 DISTANCE 3/4' MIN EDGE DISTANCE STRUCTURE OR 2X SUCK EMBEDMENT BY O i J ez AiAPPROVED EXTERIOR EXTERIOR INTERIOR SMS OR 7Si Di A'CODY SCREW RIGID FILLER SACKER RODBACKEi ROD RIGID FILL R APPROVED 1/4" MAX. & APPROVED Si SHIM SPACE SENANT 1/4" MAX. Si SPACE MiWOODFRAMING 1/4" IA I N. RUM UREGI,, 1. YVTERIOR AND, EXTERIOR FINISHES, BY OTHERS, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 DIS-1ANCE VERTICAL GROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2XBUCK INSTALLATION EMBEDMENT x m°OOn—/ U S c»o° /1 SHIM SPACE INTERIOR WOOD FRAMING -EXTERIOR OR 2X BUCK ' BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR.2X BUCK INSrALLATION SIGNED,: 1111512016 MI WINDOWS AND DOORS LLC ca5YSERIES185ALUMINUMFIXEDWINDOW 73'. X 72" NON -IMPACT 4TFINLESSINSTALLATIONDETAILSWITHOUTFILLERSA* O F ONAL KEY DESGRtPTION DATE' h PRDVFD 2 hdll` - I A r _D 745 A,LATIQN DUAfL>. 0 f0i EDGE DI l NL_: F3 I t ES i• NAMI AND ADDRESS- iJ`7f 1G # R-I.., DKCRETE/Mh OtNRY By OTtIERS . 1 1 /4`1 MINa c 1/4 F, Et,48_O;•A N . OPTIONAL 1X BUCK a I SEE NO _S 3. , . 7 • ° EMBEDMENT SHEET. f ....._ CONCRL1LI MASONR. F _/' J 1; •, fr9.SX.:. -._ ft OTHERS ` I: 114" MAX'. I3Fi 4 ROD y _i APPROVED SFIIM: 'SP/CE I . JM SPACE. SEALANT I ;...:.. OPTiONA_ IX BUCK — ( .• a r ' ' SEE NOTES 3.. j is 3/16".IAPCON I1• .r EXTERIOR INTERIOR 3f .6 TAPCON d • INTERIOR I 3/ 16" TAPCCN BALKER ROC T APPROVED S_ALl,4T 1 1 / 4" MAX, 2 2,,, I `I OPTIONAL 1Y BLIC!<. SFIIM SPACE MN (-1 SEE. NOTE 3 7 EO E f + SIiE7 1 \ — L DIS AINnI E f o \ EXTERIOR BACKER ROD CONCR=T / ASONRY • n _ ..._ L - &:` APPROVED BY OTH P.S fn a 4 v,)N_ EMBEDMENT SEALANT JAMS INSTALLATION DETAIL CONCRETE/MASONAYINSTAL" TfON rt 2 1/2„ MIN. EDGEDISTANCE T VERTICAL CROSS SECTION CDNCRETFIMASDNRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC A c111{illflii 650 W. MARKET ST. GRATZ, PA 17030 `•GEN'y cp NOTES: SERIES 185 ALUMINUM FIXED WINDOW *• 0 &?5 1..INTERIOR. ANDEXTERiORFINISHES, BYOTHERS.,. - 73" .X 72" ''.NON IMPACT — ,i(j'(f" NOTSHOWN FORCLARITY. _.. Syr :STAT 11 2-PERIMETER ANDJOIN? SEALANT BY OTHERS. TO. BE FINLESS INSTALLATION DETAILS WITF;UT FILLERS DESIGNED IN ACCORDANCE, WITH ASTM E21 12 DRAWN:. Dws do: Rev "•..c 0R1dP?\''' ' 02 NTS DATE. 09f03/ 14 08 sRE3.57. OF 12' 9 /ONA L. ROBERTOLOMAS P. E. Luis ;R. Lomas P.E.' 1C32:W000FOROROLEWISVILLENC:27023, FL NO.: 1625 i:4 434-M670609 +ilamzs@tnwpswn 2 MIN. EDGE DISTANCE: WOOD F F ,i,NC- - - 1/4„ MIN. RE IAL OR 2X BUCK \ `\ , / l F EMSEDMI NT VTR BY 13THERS L BY C HERS tAX. j. 9AC,KER ROD - r HIM SPACE CK R ROD — k AF PRO M'-D ---f el APPROVED SEALANT i RIGPD ILLLP SEALANT. 1,0• WOOD SuFi W EXTERIOR EXTERIOR' INTERIOR I # 10 YVOOD SCREW RIGID FILLER. BACKER ROD:-- k APPRCJEO: \ —" „(f j 1-,/4" LAMAX SEALANT ' / r :HIM SPEC'. WOOD RFMING -i l / J O 2 X BUCK \! i 1 I !4" MN. BY), SUCK 1BEDMENT B1 MIT. EDCL DIS PUCE VERTICAL CROSS SECTION WOOD F,gAMINC, OR 2X BUCK INSTAL -RATION - 1 1 4 M;:V: `4" .h Xt EMP € ME NI ^ SHIM SPACE. I R; GID FILER 1/ 2 MIME yEDGE DI I F 7 \ ! Ij INTERIOR BACKERROD — Ye APPROVED SEALANT M E IAL- STRUCTURE B. OTHERS 3/4 ELGE DISTANCE JCE DISTANCE AAx. SHIM SPACE. PGID. FILLEF Sb_ OR I" DF;:; I:ING SS RcPl INTERIOR 10 SMS OR SE! F DRILL€NG SCREW' RIGID' FILLER 1 / 4 " MAX.: r SHI; v SPACE 3 A" MIN v cDGE GiSTA.^ JiiE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION` 1/. mo, S4,HIMSPACE. RIGID FILLER' INTERIOR 10 WOOD _% i /' I' C 5 OR — SCREW SELF I- DRILLINGI -- vCR'EJvS i acG r3;' MING EXTEt3lOR EXTERIOR` OR 2x SUCK + METAL S BY OTHERS STRUCTURE ACK R ROD 6ACKEF RODAPPROVED; BY C HERS: & APPROVED SEALANT SEALANT JAMS INSTALLATION DETAIL JAMB INSTALLATION DETAIL WOOD:FRAMINGON2XBUCK lW TALLA'PION METAL STRUCTUREINSTALLATION' 1 'I FEVISC .S, 4.--.,— R=,I LESCRIP ION.. n E I APPROVED. i37L A'I R'1! 1;,.6 Iu T.\I.t:ATIC M1I-T.4iL> f; 4.; 15 R.L. 0 ;:RCVnsEq NAME ANG ADCrCSS j'0/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. - 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM- E2112. SIGNED: 1111512016 M1 WIN6 AND LCC S L/p oWw. nAKET00RS,, R GRATZ, PA 17030 ti XGENSF9iSt 2*• iAVo 51 X SERIES AL' J FIXED, WINDOW 73" NO 3X 72" NON —IMPACT I c1,Ltrr FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TATE OF O. k, 0R10P anvN. ET.vc u0.. aer c. Lc08BLuisR. Lomas P:E. s02357 yr NTS 09/03/14 6 OF12LROBERTOLOUASP.E 1432 WOODFORD RV LEIMSVILLE, NO 27023 FL No.: E25 t4 430-e88-G609, pomfls&i lrtanesPa:mm UISTANC;E CONCRETE/ MASONRY _ _---r------^_----: BY OTEIERS t I OPTIONAL 1 Y BUCK . ate. . 1 1./4 ON. SEENOTES 3 - 1 `^ j EMBEDMENT Stir ET 1: J... ^- • _'. . I_ I tt BACKER ROD MAX, APPROVED } \ SHIM. SPACE SEALANT RIGID FILLER j / 9"' TAPCON. EXTERIOR INTERIOR E 3/1E 7APCGN BACKER ROD € APPROvEln- / RIGID FILL P SEALANT OPPONAIL IX LJCK S N SSA_-c SEE NOTE 3 7 SHEET CDNG1 N IAASCRY By ` O: ERS . 4 e I T/A KN. EMBEDMEN_ 2 2 MIN. EDGE DISTANCE VERTICAL: CROSS. SECTION CONCRETEIMASONRY' INSTALLA:TION - - 1 1/4" MIN,. EMBEDMENT CONCRETE,/ MASONRY BY OTHERS OPPONAL iX BUCK SEE NOTES u 7 SHLE i 1 3/ 15" TAPCON' 2 / 2" MIN, EDGE DISIAN, E NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS;. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DF.. SIGNED IN ACCORDANCE WITH-ASTM E2712 REVISIONS DESCRIPTIGI AIIATIC":.: DETAILS. j. Ia i h MAX.. SHINE SPACE. o € 131D ' FILLER c \ 1 It INTERIOR I € E j r EXTERIOR d BA KER .RrD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION SIGNED: 11 15/201 &' MI VvINID AND LLCIILI0 oWw. MAS aKETOORS, GRATZ, PA 17030 r •NGENS +' SERIES 185 ALUMINUM FIXED WINDOW*15,C 73° X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS o TAT OF cy; 0f1. e R ORtDp i` sSf' eRa: vn: COO he. J. L. 08-02357 B FC G\ s.:._ PfE:< LuisR: FL No. Loma62 s S- nLE NTS: - DATE 09.%03/.1.A: saE 7.: .OF ` 2 L-ROSERTO LOMAS P.E. 143. WOODFORD RD LCV IISVILLE. NO 27423 434-E8806' OP. .rllnnas//bm95PaCorr, _ x....m.... -: HOOD FRAMING OR•2X BUCK BY OTTERS I BACKER ROD & APPROVED SEALANT BE- NO FLANGE Y/2" A.iA. DGE DISTANCE 1! MN: EMBEDMENT 1/4" MAX,.. SHIM -SPACE y 10 WOOD SORE'w 3i4"_MIN tAETAL STRUCTURE 3Y arHERS. BACKER ROD & APPPOLEL SEALANT o HIND FLANGE 1/4" MAX. Stilt;! SPACE 10 SMS OR iF DRILLING REiJ EXTERIOR r. — I INTERIOR EXTERIOR INTERIOR P 0 SITS OR SR C^cII.LIt GI - 1,0 WOOD SCREW I CRE I SACKER ROD 2r APPPJVEJ SEALANT'• RIGID FILLER' 1 - M1AX: BACKERROD APPROVED SEALANT i R C,ID F t a BEHIND FLAINGE V.. U. Sli tvi SPACE v r A1>j'", BEHIND! 1MAX SHI.Ni SPACE WOOD, FRAMING' Cif- 2. X DUCK, I 1 1, MIN. E,FAis' I hML:NT TRIJCTiJRE `\ i BY 011E v S E• 01E:e y ? 3 / " ' AIN 2" FAIN DGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION_ VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD. FRAMING OR 2XBUCK INSTALLATION 1/4" MAX, 1 /4 MIN: 1 ; :." MAX. SH3M SPACE- EtiBLDMENs IM SPACE S \ f I DGE DI5TANC INTERIOR 1 10 WOOD SGRI-Vt0 R 2XiOGGFRAMING EXTERIOR By OTHERS' \ BACKER' ROD & APPROVED SEALANT BE I,^ 3D 7L ANGE JAMS INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS DCSCRIRFi4N fa7E , NPRL`VE G% REVISER ;uS1ALC4 f10N DETAILS-06/01./15 R.L. R1 lISe: D NAME AND ,ADDRESS ._.....,__. W 1 ^,/ 77j 15 I R..[. NOTES. I. INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NCT SHOWN. FOR CLARITY. 2. PERIMETER AND JOINT. SEAL.AN'T BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3(C + al ! INTERIOR EDGE IISTrN IE' MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. 10 SmS OR II _ GRATZ, PA 17030 SELF DRILLING ? l II SERIES 185 ALUMINUM FIXED WINDOW St R_ oil S 73" X 72" NON -IMPACT Mr-TAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS. STRUCTURE DRAwN: - lc: R LAY` OTHERS - BACKER:. ROE &. DWG' -.. APPROVED SEALANT J.L. 08-02357 BEHIND F ANGL scA_c NTS enn; 09/03/141 8 OF 12 JAMB ;INSTALLATION DETAIL L.ROBERTOLQMASe.E- METAL STRUCTURE INSTALLATION 1432 WOODFORD RD:LEWISVILLE, NC 27023 434,668- OW9. r;10m s&mmaspe tam SIGNED: 1111512016 R IILIO ji f GENS 9d, i ir•4 0.251/K t F 4R10P l0NAl- Luis R. Lomas P.E. FL No. 62514 CONCRETE/MASONRY --- BY OTHERS: OP-I=ONAL . X BUCK SEE NOTES 3 - SHEET J' BACKER ROD 2 APPROVED SEALANT BEHIND FANGS EXTERIOR BACKER POD & - APPROVED SEALANT BEH N>D iFLANGE OPTIONAL ;:X BUCK SEE NOTE. 3 SHUT CONC EDIE/MASONRY --\ 3Y OT F-RS 2 1 /L WI, EDGE DISTANCEE. c L 4 -- 1 1,/ MIN.:.. c a EMBEDMENT 4' MAX: _- SHIM SPACE I 3/'16" TAPCON INTERIOR I 3/ 16" TAPCON AIHIMSPACE EMREDM N a 2. 1,/2" MIN., EDGE DISTANCE VERTICAL CROSS SECTION CONCRET SIOASONRY INSTALLATION4 i'--REV CLSGRIP?1GiN A P FI "D If TA LAI'ON O If LS: B... R VI,.,D NAME Ab0-ACDRE5S 1 1/4' MIN EMBE..rtENT rGv RETE/M sntiR ---' BY OTHERS`.,< — a ._ '1/4MAX. SHIM .>' ACE: OPT OVAL IX BUCK SEE. NOTES 3 - 7 ° HEFT 1= o I c • y I 3/ 16 T.PCON t` rl I INTERIOR 1 11 I 2 1 f2.-— L1IN. cDGE • - ' f DISTANCE l <: EXTERIOR Ls_ • \ bACKE(w ROD APPROVED SEALANT BEHIND : FLANGE JAMS INSTALLATION DETAIL CONCRETEA, NASONR"Y-INSTALLATION GAT. _ I ;,:±pRL•iED D5fC i1.. F.1..~V 10/ 2-'/)6 I P.L. SIGNED: 11/1512016 MI WINDOWSANDDOORS, LAC` MARKET 9S GRATZ, PA 17036 J•NGENSF NOTES: SERIES 185'AL'JMINUM FIXED WINDOW p,y*-_ LINTERIORANDEXTERIORFINISHES, BYOTHERS, 73"'X 72" NON -IMPACT NOT SHOWN FORCLARlTY. 2., PERIMETER AND JOINT SEALANT BY OTHERS TO -BE FLANGEINSTALLATION DETAILS WITHOUT FILLERS y TAT_ OF qo • , rL' DESIGNEDINACCORDANCE WITH ASTM E2112 DRAWN: owc tic. aeV p•FGORIOP'•\ J. L. 08- 02357 g r, jS • ... • f\\: A11 su `NTS 0A5L09/03/14 SHE;: g OF 12 16 L: ROBERTO LOMAS P.E. f431.WOODFORDRDLEWISYILLE,NC2702, 1 o Luis R. LomasP.E. asP 43?-638-0609 dlomas@,lrloma pe.cani:. FL. -No WOOD FRAMING. OR 2X BUCK BY OTHERS BACKER. ROD &. APPROVED SEAL.+•.NT- BEHIND FLANGE 1/2 MIN. tL'GE DISTANCE 1, 1/4"MIN; EMBEDMENT 1.14"' MAX. j SHIM SPACE RIGID FILLER 10'WOOD SCREW EXTERIOR , - INTERIOR' I' I J/ 10 WOOD SCREW RIGID FILLER BACKER RO'A APPROVED SEA AVT 1/4 MAX. BEHIND FLJ > a SHIM SPACE i WOOD FRAMING 2X. BUCK' f 1 ..j.j4 WIN. OR BY 01HERS EndPEDW,ENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOOTRAMINOOR.2X.8UCK INSTALLATION METAL SIRUC` URG BY OTHERS EACKER ROD &^ APPROVED SEALANT BEHIND FLANGE f4 MIN EDGE DISTANCE 1/ 4" MAX. F SRUA SPACE RIGID FILLER 10 SMS: OR SELF bRIL:.ING SCREW RE4' IS?OHS: REV DESCRIP-MN. DATE E APPRO"ED A REVISED INSTALLATION DETAILS.' v6jUt 15 -R.L. 3 REVISED :,NAME aND ADDRESS'' lU/2?/t6 R.T. EXTERIOR INTERIOR 1 PD 'IFS OR SELF DRLLInG SACKER ROD h APPROVED SEALANT d 5CRFIN RIG; C FILLER BEHIND' FLANGE 4 4" MAX j SHM SPACE. NOTES: TAL rn 1: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, STRUCTUIRE. NOT SHOWN FOA CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE. DESIGNED IN ACCORDANCE WITH ASTM E2112 3: 4" MINI 1 EDGE 01STAaCE VERTICAL CROSS SECTION METAL. STRUCTURE INSTALLATION 1 14 Max. SHIM 1/4" M11N-. I;4" M1:4x. EMBEDMENT SHIM, SPACE SPACF RIGIC `: FILLER: f_ T (--- RI FILLER 1< 1:/' 7' bIi N. 4 M N ;' INTERIOR EDGE D"Sr NCE / Gil EDCE DISTANCE SIGNED: 1111512016 1 ! INTERIOR i f IMI WINDOWS AND DOORS, LLC w+llltll,l, m li t11 1t SMS OR, II m_ 650 W. MARKET ST: GRATZ, PA 17030 R L p i% 4NGEMS 9s 1JWOODaq : u, ii - SCRE`A' 7 S L CkILUNG° - SCREWS SERIES 185 ALUMINUM FIXED WINDOW 73" X'` 72" NON -IMPACT 0 6y51 V ROOD FR MING = 1 ` 0R x BUCK EXTERIOR i — VFIALEXTERIOR FLANGE yiNSTALLATION DETAILS WITH RIGID FILLERS OF O. A. BY O, HERS EACKER OD S. M)CTURE BACKER ROD b DRAWN: DWG ND, RZv ORlO?•• IRIS - • C9 ` APPROVED SEALANT BY OT6,ERS APPROVED SEALANT J.L. 08-02357 8'- 7Tl! BEHINDFLANGEBEHINDFLANGEcu_ oA E rer NTS09/03/-14 10: OF 12 llttlli'+ AAA JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROBERTO LLWIAS P.E. Luis R. P.E. WOOD: FRAMING OR2XBUCK INSTALLATION r METALSTRUCTUREINSTALLATION 1482W'OODFORD:RDLEWISVILLE,NO27023 FL No.: 5252514 439 sae060Bdbrnas$-+lrfamaspe.com- 2 1/2 :N,IN A REVISED'', IN51AL hJIOt' E)LIAW 7— EC'GE DI;tiNCE. - "---- P' +ISED NAME AND ADDRESS CONCRETE/MASONRY BY OTHEPS a: de__._...__ • _ - 1 1/4" ?rJN. . DATE OFFPitCVED DI/I5 R 27/16 RL 1 1j4' MIN- BMIRE SeU-rtT OP. IONAL i> BUCK — ^ .d 4.. a_ L CMBEDIADO SEE NOTES 3 - SHEET J _ CONCRPE/MASONRY i BACKER - ROD 3: / I `", l _ I/ ' MAX i BY .rJIHERS. 'i d _. /4 t•AX. APPROVED 5EAI ANT I - S IIt7 SI''XtiCE f o° :! SHIM SPACE 13EI- i t4U FLANGE I OP ZONAL 1.X. BUCK RIGID. F ILL.ER. -SEE NOTES .;.- !., SHF.:, T I RIGID cI:LEF2 3/ 16- l'AP-ION V } I e EXTERIOR INTERIOR 3/16 ,aP ON I g a ty ( 1 Oil _7I INTERIOR I 3/16" TAPCON BACKER NOD APPROVED SLti" min R a F.ILL R i 11 BEHIND FLANGE RIGID 14 1 r OPTIONALX BUCK4MAX; 2 / 2 11 SEL NOTE 3 - 7 SFI... SPACE hN. DGE SHED 1L DISTANCE I I * EXTERIOR CONCRETE/ MASON , a BACKER ROL, EY OTHERS_ _ APPROVED SEALANT 1 1/4 ON. BEHIND FLANGE n9ED14EN, JAMB INSTALLATIONDETAIL CONCRETEIMASONRY INSTALLA77ON '. ---_- e 2 1/ 2" . MIN. F EDGE. DISTANCIF VERTICALCROSS SECTION EONCRETElMASONRY INSTALLATION - SIGNED: 11111512016 Noyes MI WINDsDww. MARKETS DOORS, LC \`\\jRIIILI0NOTSHOWNOTHERS, FORCLARlI- INTERIOR ANDOR.FlNISNES,BYTY.,GRATZ, PA 17030 ` w•'\rEN3t''4S i. 2.PERlMETEAAND JOINT SEALANT BYOTHERS ;70HE SERIES 185 ALUMINUM FIXED WINDOW _^*• 51 DESIGNED 73°" X 72" NON -IMPACT 1 .... FLANGE INSTALLATION DETAILS WITH RIGID FILLERS Q, TA D T OF +\ tm » c.: - Rti •' iA: 0RID?'G' SCALE NTS> eAtE 0.9/03/1. 4 OB new11 OF 12 -B //770j0NA`tE'\'' L: ROBERTO LOMAS RE.. LuisR. Lomas P- E. 1432 WOODFORD RD LEWISVRLE. NCE7CL?S "FL No.:. 62514 434-688 0 9. AtomasC%{ rfomasAe:eom APPROVED SEALANT BEH N(` FIN SCRF,tl 3/a MIN: } EDGE DIST:AN E EXTERIOR 1- 1 4. MIN EMBED?.1ECJ WOOD A OTHERSBY07E?.5 f' 1,"4" MAX. L Si111,11 SPACF INTERIOR. Y L f 1— 1 7 " MAX SPAi.F_. SHIM j ! sia YIN / I EDGE G1'ANCE 6 ^ OOG vvcoo SCREW FP M NG APPRtVt') 117 " MIN. RY C:HERS SEALANT EM9E MENT S€ hIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR'2X.SUCK INSTALLATION REVISIONS DES{, RIPTUN DATE. nFPROVED REVISED- INSTALLA112N DETAILS. 06 O1 15 R;L. 7cYISED NAIAF. AND ADDRESS. 10/27/16 R. L. WOOD FRAMING _ h' MAX BY OTHERS HERSS IIIu1 SPACE r n5 '' vaOOD SCREW' INTERIOR I. I MIN r16CDMCNi I It,l NOTES: 1. INTERIOR AND EXTERIOR FINISHES: BY OTHERS.. PROVED - -- NOT SHOWN FOR CLARITY. act\ tA^,T. 2.PERIMETER AND JOINT SEALANT BYOTHERS -TOBE B HIND F'N, DESIGNEDIN:ACCORDANCE WITH. ASTME21121 EXTERIOR l MIN 3184, ED-GE D STA.N - JAMB INSTALLATION DETAIL WOOD: FRAMING OR 2X BUCK INSTALLA TION. SIGNED: 1111512016 MI WINDOWS AND DOORS, LLG CIIr7, 650 W. MARKET ST. EN q GRATZ, PA17G30' wit• 0, 51 *= SERIES SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT FIN INSTALLATION DETAILS STATE O i'nF' c10R1O?' eP,AwN: owo vD:. REv. J. t 08 ;OC 357 B 1i 73'ONA„X Luis R. Lomas P.E. nelE NTS 09/ 03/14 12 OF 12 LROBERTO LOWSP. E:. 1d32 WOODPORD RO LEWISVILE. NC 27C23 434686-0604 LlJOmaSLeM0Me p&X0M FL No,: 6251 4 Plorida,Building Code Online https<//WwNw.floridibuildi;ng.org/pr/pr_app dtl.aspx?param=wi7EV:X... A AL r aw e.JgkS attr 10101_.,.,...add: BCIS Horne Log In User Registration { Hot Topics j Submit Surcharge ! Stats R Facts Publications FBGStaff BCIS She Map Links Search 1.)'I(SiJ Product Approval. USER:. Public User a Prod r-1:A.prroval hi.'? ?' r .445:9..r:AI17i••. Slo..n.. d.:sh 91 5 t P L ? APDliCation Detail g FL #: FL15353-R3 Application Type: Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email. 650 West'Market Street Grat?, PA 17030 717):365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.coni Technical Representative Address/Phone/Email QualityAssurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method. Evaluation Reportfroma Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report Hardcopy Received Florida Engineer or Architect Name who; developed Luis R Lomas, PE the Evaluation Report Florida License PE-6251.4 Quality. Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven:M. Urich, PE l Validation Checklist - Hardcopy Received Certificate of Independence EL15353; R3 CGIT_FLC(?L..Pr f Referenced Standard and Year (of Standard) Standard Year. AAMA 450 2010 Equivalence of Product Standards Certified By Sections' from the Code I of 3 4/ 13/?01.8, 7:26 AM Florida Building Code Online i https://www.fl6ridabuilding.org/pr/pr_app dtl.aspx?paratn=wGEVX Prod Oct. ApprovaI Method Date Submitted Date Validated Date Pending FBC Approval Date Approved i of FL # Model, Number or Name 15353.1 i5764 Method 1 Option D 10/16/2017 10/23/2017 10/26/2017 12/12/2017. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure:N/A Other: Max single window size: 52-1/8" x 84". Max. mullion span: 104-1/4". 15353.2 5764 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 83 15353.3 15765 Limits of Use Approved for use in HVHZ: No. Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size,: 52-1/8" x 84 Max mullion span: 156-3/8" 15M3.4 5765 Limits of Use Approved for use in HVHZ:.No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8"x 84". Max mullion span: 83". 15353.5 1 CM-18514 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure; N/A, Other: Max single window size: 52-1/8" x 84". Max mullion length - 83". 15353.6 CM-113520 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant:. Yes Design Pressure: N/A Other: Max single window size - 52-1/8"a 84". Max mullion span'- 156-3/8" 15353.7 CM-18523 Description Horizontal Aluminum Mullion Installation Instructions FL1S353 R3_I.I_08-014±8B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes, Evaluation Reports FL15353_R3_A.E 5120Z2i3.pdf Created by'Independent Third Party: Yes 1 Vertical Aluminum Mullion Installation Instructions FL15353 R3::II QB-Q 4:398;Pe4f Verified By: Luis R Lomas, PE PE-62514 Created by IndependentThird Party: Yes Evaluation Reports FL15353_.R3 HE 5120G3B.pdf Created by, Independent Third Party: `Yes Horizontal Aluminum Mullion Installation Instructions 1'1-15353 R3 11 08 011.49I3.pdf Verified By: Luis R Lomas, PE PE-62514 Created by,Independent Third Party: Yes Evaluation Reports rL15353 _R3_ E 51207.3B;.pclf Created by Independent Third Party: Yes Vertical Aluminum Mullion Installation Instructions FL15353 R311 0801.440E3 .df Verified By: Luis R Lomas, PE PE-62514 I Created by Independent Third Party: Yes, 1 Evaluation Reports FL15353 R3AE 5120fi46,pdr Created by Independent Third Party:: Yes Vertical Aluminum Mullion Installation Instructions FL15353 R3„II 08 Qj4!j B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports rEI . 3 i23 /tL SE206Wpt Created by Independent Third Party: Yes Horizontal Aluminum Mullion Installation Instructions FL1 S 3 53_R_3 11 08-8145113.1CIE' Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL_ IS353 R3_,AE 522075t3,PAr Created by Independent Third Party: Yes Horizontal Aluminum Mullion 2of3 41j1,33'2018, 7:26 AM Florida Building Code Online https //wNvw.florid'abuild rig.org/pi-/pr_app_dtl..aspx?param=wGEVX... Limits of Use Installation Instructions Approved for use in HVHZ: No rL15953_911108 0.1452B_ -df' Approved.for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE762514 Impact Resistant: Yes i Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Maxmullion( FL15353. R3 AE 512476B:pdf Span'- 104-1/ 4". i Created by Independent Third Party: Yes 15353,8 CM- 18531 j Vertical Aluminum Mullion Limits of Use i Installation Instructions. Approved for use in HVHZ: No j 1°l15iS3 R3 11 08 014#3F1 pri# Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE 62514 Impact Resistant: Yes Created by Independent Third Party: Yes I Design Pressure: N/A i Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion F11535:3 R3 A'! ,_5120571f I span. - BY Created by Independent Third Party: Yes s 15353.9 CM-18532 j Horizontal Aluminum Mullion Limits of Use, I Installation instructions Approved for use in HVHZ: No FLIS353 R3 II_.03 Q145313.dC Approved for use outside HVHZ: Yes Verified By: Luis R.Lomas, PE PE7625.14 Impact Resistant: Yes. Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Other Max single window size - 524/8" x 84". Max mullion F(_I5353 R3 AC..512fd778 pdf I span -"156 3/8" Created by Independent Third Party: Yes: 11 15353.10j CM 18533i Vertical Aluminum Mullion Limits of Use Installation instructions Approved for use in HVHZ: No 9 Fi l5 i_53R3 II_08 014.44_p,pdt Approved for use outside HVHZ: Yes Verified By. Luis.R Lomas, PE PE-62514 Impact Resistant: Yes j Created by Independent Third Party: Yes: Design Pressure: N/ A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion Ft 1535_R3_A 512Q 2}3#,[Zdt span: 83" Created by Independent Third Party: Yes 15353.11. f CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ:. Na F1153..53 R3_Ii_Q8 01454_B.pdf: Approved for use outside HVHZ: Yes Verified By: Luis;,R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports. Other: Max single window size: 52-1/8" x 84". Max mullion FL15_$3 R3 AE. 5120E3t3,,pd` . span: 156 3/ 8", Created by Independent Third Party: Yes W.71Nexti r& rila r.::. 2601- 81A1r Skone Road -Tallahassee_ FL-32399 pljq: 8 S4-a87-16-24 The State of Florida. is,an AA/EEO employer _Cgpy.dght 2007-2a13S1@1g of Florida..:: PrivuX_Sti ment :: A zsy i tt to mees :Refund Stitt m t, Under'Florida. aw,-emall addresses are public records. If you do'not want your e-mat address: releasedin response to apublrr-records request„do not send electronic. mall to this. -entity. Instead, contact the offke by phone or by traditional mail. If you have any questions, please contact 850AST1395. *Pursuant to Section 455.2 5(1),.Florida. Statutes, :effective October I, 2012, IKensees licensed under Chapter 455, F.S. must provide the :Department:with an email address f they have one, The email-provded may be used for off"I communication with the licensee. However email addresses are public record. If you donot wish to supply.:a personal"address, please provide the Department with an, emaill address which can be made available to the public. To determine If you are a kensee under Chapter' 455, F.S:, :please click t - PmduttrApproval Accepts:. - r.ax t ••.. as,, t f Et3lIiE1 °h#k t1ti N3of34/13/2048, 7:26;AM NOTES: 1) THE PROOUCF SHOWN. HEREIN IS DESIGNED AND MANUFACTURED 10 COMPLY WITH R.EOUIREMENTS OF THE FLORIDA BUIL'JNPiG CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PRCVERLY TRANSFER Ad LOADS TO .STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ,ARCHITECT OR .ENGINEER OF RECORD- 3) AL.LOWAr I C STRESS INCREASE OF 1:/3_ WAS NOT USED IN Th,IE. C•ES;GN- F 'HE" PRODUCT SHOWN HEREIN... WIND LOAD DJRAI<ON. AF -OR Cd-1::fi, V,AS USED FOR (WOOD ANCHOR CALCULATIONS: 4) APPROVED. IM'ACT PROTLCTIVF SYSTEM IS NOT REOUiRED FOR TH:S PRODUCT IN WIND BORNE DEBRIS REG-ONS. UP TO WIND `LONE 3' 5) DESIGN PRESSURE 'NG' INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY 014LY TO MULLION WINDOWS MUST; BE APPROOVE3 L'NDER SEPARATE APPROVAL. 6) INGLE WINDOWS TO,, BE MULLED ARE NOT LIMITED. TOO THOSE SHOWN IN THIS DRAWING.. WINDOWS MUST BEMANUFACTUREDBY Nit lW NDCYdS. AND DOORS, INC. 7) ) SGN PRESSURE OF MUI, FD UNIT SHALL BE CONTROLLED' BY T E ESSFP. DESIGN PRESSURE OF THE MJi4I_ION FOR THE INDIVIDUAL. WINDOW OR DOOR UNIT; p) UNITS MAY BE. MULLED TOGETHER INDEFINITELY ASLONG AS S:NG'._E. UNIT IVIDT: H AND HEIGHT ARr, NOT EXCEEDED AND :`IULLION- IS ANCHORED AS SHOWN HEREIN., . . 9) MULLION VERTiCA NSTA:LATION: IS S .OYVN.. MULLION MAY ?RE. USED: IN HORIZONTAL. APPUCAT.IONS. AS LONG AS DIMENSIONS INDICATED ERE',N ARE NOT EXCEEDED AND MU! LION IS, ANCHORED ACCORCING TO THIS DCCJMENI. DESIGN PRESSURE TABLE INSiRUCTIGNS: I) DEFINE REQUIRED: DESIGN LOAD- PER FLORIDA :BUILDING CODE'. CHAPTER 16. 2j DEIIERNI JE i'ERISU ARY VdcDT- AND MULLION SPAN BASED ON. PRODUCT. TO BE INSTALLED SEE FORM(A FOR TRIBUTARY W!DTH: 3) € OCATE MULLION spAK uNi r HE GHT, AND TRTEUTARY WI :Fi, AT THE ..^N{ JRSE CTION 0, RO'r+'AND CGLU`riN CON .AWING,; THE MULL -ION SPAN AND- 1 P BUTARY W;DTH RESPEC"LIVELY IS, THE MUl ON RATING FOR PRODUCT IN SEEP 2. MULLION RAZING MUST BE EQUAL OR GREAT.FIR THAN. REOUIRED- DESIGN PRESSURE OBTAINED IN. SAI EP I.. R 8J fAk WIDTH YJ r 2 2.... GF REVISIONS: CESCPIPI DN. RATE APPROVED REVISED TNSFALLA' IION:-DETAILS -06 1C/.`:5 1 R,L- REVISED ANCHORING NOTES & NST'L GET. 06/07-/17 R:L. ANCHORING NOTES: 1). FOR ANCHOR NG. INTO WOOD FRAMING. OR 2X - BUCK. USE . #TO. WCOD SCREW WITH- SLF71CIFNT LENGTH TO ACHIEVE 'A 13f$" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN ,N INSTALLATION DETAILS SHEET 3: 2) FOR ANCHORING INIO CONCRETE USE 11i4" ELCO LLTRCO\; TAPCON WITH SIWILICIENT LENGTH To ACHIEVE .A. 1 /4":MINIMUM . EMBFDI.AENT W. ITFI 1" MINIMUM Gti,E ,DISTANCE (LOCATE ANCHORS- AS SHOWN IN INSTAL_ ALON DETAILS SHEET 3,. 3) FOR ANCHORING INTO META`. USE #10 SMS- OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH "TO ACHIEVE 3 THREADS M!NIM(JM BEYOND' STRUCTJRE INTERIOR. WALL LOCAT E ANCHORS AS SHOWN IN INSTALLATON DETAILS SHEET 3.. - 4) ALL FASTENERS TO BE COR sOS:CN. RESISTANT: 5) INSTALLATION ANCHORS SHALL SE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION IN SI'RUCIIONS, .AND ANCHORS SHALT.. NOT. BE USED IN SUBSTRA.1'ES W17H STRENGTHS LESS THAN THE M:N€MUM STRENGTH SPECIFIED SELOIH'. A. WOOD. — MINIMUM, ; SPECIFIC GRAVITY OF r,=0.42 B. 0` .R=.: TE - MINIMUM COMPRESSIVE STRENGTH OF 3,20E `PSI. C. MASONRY- STRENGTH CONFORMANCE TO ASTAA CAD, GRADE N;. YP` i {OR GREATER). D. METAL STR CURE SI-EL tBGA (.048') FY=33KGi FU=-52KSi OR ALUMINUM 6063- T5 FU':=30KSi- .0,32"- THICK MINIBAUM. 6) FOR Ai'" ACHJNG ININCOW. UNITS T:0 MULLION IJSE !''j0 SELF: TAPPING. SCREWS WITH. SUFFICIENT I:ENGT•I TO .ACHIEVE - A MtIJ!MUM EMB 3MENT OF THREE THREADS PAST THE MJLUON- '*ALL.. LOCATE SCR WS 6" FROM EACH MULLION E.ND'AND 2" MA.X.'O.C. THEREAFTER. STAGGER SCREWS AT EACH. W!NOOY4 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ,_ PA 17030- 0370- 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES I MAIN: DWP, NO, I' NOTES V. L. CONFIGURATIONS AND OP CHART ^ scaE NTS D1T-1 003/11/1` 3 rv_ .... INST. A. CLATION DETAILS L. RORFRT7 i432WOODFORD RO 434- 688-0509 rtk t COMPONENTS, 08-01439 SHEET 1 OF NC 27023 SIGNED: 10L13/2017 TATES' OF ; B. i ss( pNAttE G`` Luis R. Lomas P.E. FL No.: 62514 101 3 B• lo 318'! _- n7 1/8" _ CGMf3iNED t41DT-r CJM6N G tivlD'iH- COkSItiEJ WIDTH W 1 "-- - W2 It - I+r' [ t i -4V2 I r 1 - FKa.ME f . t /' F R 1;1= 'PPWINDOW j . F RANF WINDOW WINDOW) E' HT WINDOW; WINDOtN WINDOW. HEIGHT HEIGHT MULLION (LdJI LION. (MULLION SCAN}a) iI -/ SPAN) "SCAM f7 3/$" COMBINED WIDTH Wt 1 33 LPAME HEIGHT N I t_ION SPAN) .a tT! NDO I t WINDOW WINDO , lll L _ .I 1 -- - W2 107 t/3 r-< SGMdINI.D WIDTH rincf rn n -04-- fn #1 Mullion- span (in) I Tributary width (in) 1&13 25.50r 36,00 42.00 4800: 5213' 25.00 120.0 120.0 120.0• 120.0 120:0: 120.0 37.38 120.0 120.0. 120.0, 120.0 120:0: 120.0 49.63 120.0 98.3 81.2 76.9 75:2 75.1 62.00 71 0 52.2 39 7 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26:3 72.00 I 32.7" 24.4 . 21.8 19:9 19:0 84.170: 28.1 1 20.3 . LARGE AND SMALL MISSILE IMPACT' LEVEL D, WIND ZONE 3` DIMENSIONS IN.CHART ARE'FRAME DIMENSIONS.AND DO'NOT INCLUDEFLANGE kEY15 H5' DESCR:PTIDN LXIE APP DVGD. ITT ED INSTALLATION D TAiLS- CG/10/15 RL.-. R..VIs_D 'AM.EIORINO NOTES k ItvSTI DF: 06/0//1.7 R.L., 10i 3/8' ... 107 3/8" COMBINED. WIDTH COMBINED WlDfrt i WlraooW " / f s" f /i wrNoow / fFRAM':: - WINDOW / BY, HEIGHT WI I _.IyINDO)!,1-{EIGriT I WINDOW tMU LGN- i /.. (MULLION: SPAN)IL I 07 8 aC /8 CJME3INE.Lk :',+IUFh, L ,Uj 81NED tMiDt?i APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE:MULLED TOGETHER AS LONG AS COMBINED: WIDTH DOES NOT EXCEED707 318" AS SHOWNHEREIN. - 11- inn:nracauro rrafirrn'7ncfl' with-rahar- Mullion span ( in) Tributary 1& 13 25 50 width ( in) 36 00 42.00 48.001 S2.13 25. 00 1 120:0 120.0 120.0 120.0 1.20:0. 120.0- 37. 38 120.0 120.0 120.1) 120,0 120.0 120.0 49. 63. 120.0 93.3 812 76.9:- 75.2.: 75:1 6200 95.2 70:0 53.3 48.1 44.8 43.4 65. 63. 80.0 58:6 44.2 39:7 ` 36.7 35.3= 72. 00 60.3 43,9 32.8 29.2 26.7 25.5 84. 00 37:7 2T.3 20.1 17.7 16.0 151 LARGE - AND SMALL MISSILE IMPACT, LEVEL D, WINB:ZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS ANDDONOT INCLUDE.. FLANGE. SIGNED: 10/f3/2017 M1 WINDOWS D LLC 650 WEST MAET STREET 0 p GRATZ, PA17030-0370 may GENy*.- . 1k• 0, 6¢51 * _ 5764. - VERTICALMULLION83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS J '.' STATE OP i1.4^ s ,C1 tOP. GN OhY:'NG; REv 08 6 r``/Vjs aNA` lE\\ so Lui' R. LomasP.E. L a sENTSoer 01/1 1/12 sOct42g OF 4 cROBE.RTOLUaSAE. 1432 WOODFORD RD LEWISOLLE, NC 27023 43468E-0SOJ nfamas@lrlamaspa:com- 1" :,AIN EDGE DIS A',ICE MASONRY/CONCRETE. BY OTHER-, 1 1` ? 1INCUt3E"Dti4EN- E F II E II jl I I I 1/4 E:_CO i!ITRACON -APCON SE T5706, C_ p IIII'. OP'ONAL f Er AR aECT57S4 tAI,LLION MTv00022 L:p WOOD SCREWisII E 1 i /S.. MIN. c EMBEDMENT WOOD FI?A10INGJ 2X, u ;GK EDGr L 6Y OTHERS CISI ANC VERTICAL CROSS-SECTION' MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE CLIPS MAY BE USED iN MASONRY/CONCRETE OR WOOD FRA.,:41NG SUBSTRATE. v 7E5 R:PiION i DATE APP IDMO A EVIS_U iNSTALI.A--iION DEIAILIS 06fi 0/ 15 I R.L. 8 j REVISED ANCHORING 11TES & =NSTL LET. j 0 /0 /1 f fR . 22 S OR RILL. ING M ET.AL. I 1 /2" MIN. ' STRUCTURE. 4 EDGE6Y OTHERS iSTAN^E VERTICAL CROSS SECTION METAL INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 VERTICAL MULLION" 83 MULLION SPAN- INSTALLATION DETAILS VAL. 08- 0143 D 6rm_E NTS °ATE .01/11/12 1 Sk'ELT 3 OF 4 L. ROBERTO LOIAAS P.E.. 1432-WOODFORD RO LEWISVILLE, NC 27023 434-868- 0699 rftomas@irfome,:pe.com. SIGNED: 1011312017 IIL!//7// J o f E Nqc3iyM o aRtoP• fisSIONA ` t'Z: Luis R. Lomas. PIE,. FIL No.: 625`14 i I E 2, 140 125" SECT5764 MULLION ALUMINUM 6005-T5.125".THICK 1 1 1.531' 1 1? ---L RF718 'REBAR 16 GA.(.062):GALVANlZED:STEEL NOTES: I . CLIPS MAY BE USED IN AASONRY/CONCRETE OR WOOD PRAMINC 2. FOR WOOD & METAL NSTALLATPON USE ALL FOUR ANCHOR LOCATIONS. AFORCONCRETEfNST LLAT,ON USE 2 ANCHOR LOCATIONS;ON_`' WITH 3 1/4" SEPARATION BETWE IANCHORS. 1. 2 6 T" - 1.375" 0.625- i0 Si4 3"' MT000022 CLIP t6GA (063-) GALVANIZED STEEL SEE NOTE 2& 31.THtS SHEET. 1— 2. 18 P 01! 1.552" T—lrl SECT5796 CLIP FOR.VVOOD FRAMING INSTALLATION ALUMINUM 60631775:1257 THICK 0,375 '. REV:SiONS RrV OrScRPTID.14 DATE 1 APPROVED A REVSEL' JNSTALLAIION DETAILS 05/ 1 0,-1 5 R. L. E. REVISED, ANCHORING NOTES INST, DET. 06/07/17 1 3.750" 1.000 1 0.375" 0,422" f. 2.0 32 2.875 CLIP 00.2,10" SECT5795 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA, 1,7030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN COMPONENTS cl w'w U-10 NO, V1. n-01439 xuE NTS 01/11/1.2 .1 SHE-7 4 OF 4 L. ROSERTOLOWSPX. 1432 WOODrORD RD LEWISVILLE, NC 27023 434-6w06w SIGNED: 1011312017 0 0 51 T//,A T iEOF Luis R. Lomas P.E. IFL No,: 62514 Florida Building Code. Online f b"s://www.floridabuildino:org/pr/pr_app dtl.aspx?param=wGEVX a a" BCIS Home tbg In US& Registration Hot Topics i SubmitSurcharge Stats &.Facts I Pubicatkins FBC Staff BCIS. Site Map Links Search -' Product Approval USER: Public User ProlluctApproval Menu > PratluGt Gr Ap il'r tig n 5 (j > Aw-k-& kL(.igt > Application fetal 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 FL13223- R4 Revision 2011 Approved James Hardie Building Products, Inc 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng. zhu@jameshardie.com Pingsheng Zhu pingsheng. znu@jameshardie.com Pingsheng: Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardie.com Panel. Walls Siding Evaluation Report from a. Florida Registered Architect or a licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. -.QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. Certificate of Independence Referenced Standard and Year (of Standard) Validation Checklist - Hardcopy Received FI_ 13J23 R4 _COI RIOCertificate of Indel erdence.pdf Standard Year ASTM C1186 2007 ASTM E330 2002 4/ 1/2)018, 7;29 AM Florida Building Code Online ht.tps://www-floridabuilding.org/prfpr_app_dtl.aspx?param=wGEVX... Equivalence of Product Standards Certified By. Sections from the Code Florida Licensed Professional Engineer or Architect 3 R4_Equiv_RIO 2fi9ZB r ASI'M CL18b eeQLI!yaleney aclf Product Approval Method Method 1 Option D Date Submitted 08/09/2017 Date Validated OS/25/2017 Date Pending FBC Approval 08/28%2017 Date Approved 10/10/2017 Products nber or Name .j Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use i Installation Instructions Approved for use in HVHZ: Yes i L132 3 R i_I;i_ ceinpa ne' installattor Approved for use out0de.HVHZ:,Yes F113223 R4 I10b.06 __NOAI7-,Q4.pdf Impact Resistant: Yes FL13223 R4 1I RIO 2689717 Parse.! to,Furril g_pdf Design Pressure: NIA FL13223 R4 tt RIO-2686-17 Panel Wood Metal_Frame.pdf Other: For use Inside a HVHZ Install in accordance with NOA Verified By.,Ronald I. Ogawa 24121 17- 0406:06 Created by Independent Third Party; No i Evaluation Reports FL13223 R„4 Ac NOA 1.7_0406:06,p jf. FL13223 R4 AE_RIO 2009 17 i)ariel Lo urri:n pdf FL13? 23 R4 AE. jtIC3-26866=17 Panel Wood h9ctal F=rame_pdf Created by Independent Third Party: Yes 13223. 2 >. HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1 FL1322..3 R4 I:I_tiai aieP..anel Installation pdf i Approved for use outside HVHZ: Yes FL13723_ R4,„TI,. Nt A 17 t)406.06,.pdf Impact Resistant: Yes FL132"?3 R4 II__RIO_ _689 17 Par'ielto Fvinrg,ptif Design Pressure: N/A 1`I,132.23_ii4 IIRJO 2686-17 Panel Wood CN ta! Frame adf Other: For use inside a HVHZ Install in accordance with NOA Verified By: Ronald r. Ogawa 24121 , 17- 0406.06 Created by Independent Third Party: No Evaluation Renorts i 13223, 3 >; Prevail, Panel Siding Limits of Use Approved for,use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A' Qther. For use inside.a"HVHZ Install in accordance with NOA 17- 0406.06 Created by Inde fiber - cement panel siding Yes Verified By: Ronald I.,Ogawa 24121 Created by Independent Third Party: No 4 EvaluationReports EL1322.3_ R4 J>E_ NOA 17-0406 O,Ei,:pgif FL13223 ,R4 AE_ RIO 2689-17 Panel Lo Fvtrirg.p if j FL13.223, R4 AE RIO 2t%86 1 /.,f?anel Wood„Meta{ rame,pcIf Created by Independent Third Party: Yes t3ack Next> Contact Us ::-. afjQl,,,@(d1:.StRSIR_RA.dd._Tdlklha.SS4R.EL: 3.99. Pine: 85.0- -1924 The State of Florida. i5 an AA/FEQ employer. Caovrinht 2007-200 State of Flarkla :: ,Y.Aitamertt P.SSQSS 4l!CX.SLta .Prt nt' F2efundSta[emenC 2 of 3 4/13/2018, 7:29'AM. Florida Building Code Online https://www.iloridavuilding.org/pr/pr app dtl.aspx?param=wGEVX... i Under Florida law, email addresses are public records. If you do not want your a-mag address released in response to a public -records request, do not.send electronic mail to this. entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0:487.1395.<*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 irthey 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 ale a licensee under Chapter 455; F.S., please:dick here _. Product Ap pprr oovv' iai l Accepts: Credit Card Safe 4/13/201817:29 AM Florida, Product Approval HardlePanel@ Siding a For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance With the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel 'product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ o HardiePanel Siding,, fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17' or RIO-2689-1.7. Consult the HardiePanel product installation i I nstructions on the follow pages for all other installation requiremen ts. HardlePanel a ffZZM., Vertical Sidinq INSTALUMON F[EQUIREN"IENTS RF801ENTIN. SINGLE FFAM11Y (ItY - PRIN,111) & COL )Hi PRODUCT 19 0) JamesHardle EFFECTIVE SEPTEMBER 2013 Omkfor the most recerrt version. SMOOTH - CEDARMILI-0 a SELECT SIERRA 8 n STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE wRITTENAPPLIOATIoN INSTRUCTIONS MAY LEAD TO PERSONAL INJURY; AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM I IRM THAT YOU, ARE USING THE I CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTm PRODUCTS OUTSIDE AN HZ1 00 LOCATION WILL VOID YOUR WARRANTY. To DETERMINE WHICH HARDIEZONE APPLIES STORAGE & HANDLING. Store flat and keep dry and of covered prior to installation. installing 1. siding wet or saturated May FOSUlt in 2. shrinkage at butt joints. Carry planks on edge. 'Prot ect edges and Corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. F, IMM Ir will blow dig avi from user methods: b. Bette. i. Dust reducing circular sa HardeBlacW saw blade a c. Good: I. Dust reducing eircular sa only use for low to modlerifle curing) irtortard! Not' For maximum protection 0SH-actoraved respirators can be used at wivijameshardle.com to help do not comptywith the above pi GENERAL REQUIRWENTS: These instructions to be used for residential single family installation HardiePaner vertical siding can be installed over braced wood or Ste framing and sheathing can Mirror through the finished aipplimfion. Jr Information on Installing James Hardie products over foam can A water -resistive barrier is required in accordance with,local bu penetration and junction flashing in accordance with local build Hardie, does manufacture HardieWrapO Weather Barrier, a non-, When installing James Hardie products all clearance details in I Adjacent finished grade must slope away from the building in a Db.not install James Hardie products, SLIch that they may rema HardlePanel vertical siding may be installed on vertical .wall al,pDONOTuseHardiePanelverticalsidiinFasciaorTrimappic S 'me application are not suitable for h ol'r-Plqs. Refer to GolorPDONOTstain, oil/aNd base paint, or powder coating on J; o. Fhr lArninr rirnip.rtz inriii inn rnmm,-rrIqI and multi-fnmilv nrnip inual, electric; or pneumatic:). NEVER use a power saw indoors NEVER use a circular saw, blade that does not carry the Hardie8lade saw bade trademark NEVER dry sweep - Use wet suppression or IIEPA Vacuum always using "Best"Arvel cutting methods where feasible. Commercial Multi -Family installation requirements go to wvvw.Jai-nesHardleCoiflmercial,com aced a maximum of 24" o4c. See clenerrial fastening requirements. Irregularities in ie recommends installing HardiePanel on a capillary break (minscreen/furring) as a best practice. J in JH Tech Bulletin 19 at wwm lamehardie.corn e requirements. The water -resistive barrier must be appropriately installed with equirements, James Hardie will assume no responsibility for water infiltration. James i-perforated: housewrapl, which complies with building code requirements, 8,9,10&11 must be followed. with local building codes = typically a minimum of 6":in the first 10'. ict with standing water. INSTALLATION: Fastener Requirements Position fasteners 3/8" from panel edges and no closer than: F away front corners. Do not Mail into corners, HardlePanel Vertical Siding Installation a Framing must be provided at horizontal and vertical edges for nailing. e HardiePanel vertical siding must be joine6ttri stud. water -resistive Double stud may he required to.maintain minimum edge 2 nailing distances. Figure 1 y st U. water -resistive barrier sheathing . keep nalls nmin. from panel edges keep fasteners 2" away from comers 0 the wall is significantin length, thedesigner and/or architect should take product in theirdeslign. These value's can be found in the Technical Bulletin Joint Treatment Vertical Joints- Install panels in moderate contact (fig. 1), alternatively joints may also be covered with battens, PVC or metal jointers or caulked ( Not applicable to ColorPI.His' Finish) (fig. 2).- Horizontal Joints - Provide Z-flashing at all horizontal joint0fig, 3). Figure 2 Figure 3 rrier water -resistive barrier did H water -resistive b, me,b H water resistive x4studainter TI rapp er panel upper pane! of 1/4"gaft Do not 1/4".gap Caulk caulk t Z-flasbing It "H" Joint resistive barrier decorative band, lboard 2 x 4 stud lower Power panelpane! 51101ll V1 leave appropriate gap between are„ O panels, then caulk - moderate contact Caulk Joint Not applicable to ColorPluO Finish) Apply caulk in accordance vvilh caulk manufacturer' s Written application instructions. For additional information on HardleWrapll," Weather Barrier, consult James. 'Hardie at 1 -866-4Hardle or wmiii.hardiewrap.com Figure 4 Recommendation: When A 1—r ----I installing Sena 8, provide a double stud At Orel joints to avoid nailing through grooves. WARNING. AVOID BREATHING SILICA DUST James Hardie* products contain respirable crystalline silica, which Is known to the State of California to cause cancer and Is consdared,by [ARC and NIOSI-Itc- be a cause of cancer front some occupational souices, 13feathing excessive amounts of respirable silica dust can also cause a dis<01IN and Dotentiallyfalal lung disease called silicosis, and has been linked Wth other diseases. During Installation or handlivg: (1) work in outdoor areas -M . I use fibercerneut shears for cutting or; there not feasible, rise a HardieftdeP saw blade and dust-reducing,circular saw attached to a HIPAvactrum;, 3) yarn others in the IminIediale area; (4) wear a= Vtetla'N010611-approved dust mask or respirator (eg. 14.95) In accordance with applicable government regulations and manufacturer instructions to further limit respirable silica:exposues. Outing clean-up, use HEPA vacuums or wet cleanupmedbods never dry siw,eap., For further information, refer to our installation instnjOons;,and Material Safety Data Sheet available at wwwjamesbard.e- curn orbycalling I-SGO.9HARDIE tl-BOO-942-7343)- FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL, INJURY OR DEATH. Z 1- 131236- P1/3 1/1; Install siding and trim products in compliance with local building code requirements for clearance between the bottom edge of the, siding and the adjacent finished grade. Figure 5 °d 6" min. c rel. Wnclation Maintain a minimum.1 gap between gutter end caps and siding & trim, Figure 9 gutterand end cap Do not bridge floors with HardiePanel® siding. Horizontal joints should always be created between floors (fib, 1'9). Water- TT`r TT__fV -in— Figure 10 Horizontal Trim, Maintain a 14' clearance between the bottom of. James Hardie products and horizontal flashing.. Do not caulk gap.' Refer to fig. 3 on page 1. KICKOUT FLASHING Because of the volume of: water that can pour down sloped root, one of the most critical flashing details occurs where a Framing roof intersects a sidewall. The roof must be flashed withstep Flooring - flashing. Where the roof terminates, install a kickoutto deflect water away from the siding. It is best to install a self -adhering membrane on the wail before the subfascia and trim boards are nailed in place, and then come back to install the kickout: Figure' 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof sheathing intersection, install a "kickout" as required by IRC code R905. 2.8,3 : "...flashing shall be a min. of 4" high ,and 4" laraiePanei° wide." James Hardie recommends the kickout be angled between 1000 -1100 to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 %2" or larger such as dryer vents should have a block of trim around pointof penetration. GENERAL FASTENING' REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may.exhibit premature corrosion' Auries Hardie recommends the use of quality, hot - dipped galvanized nails: James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Ablished wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding.ond framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over-driive:nail heads or drlye nails at an:angle. o If nail is countersunk, fill nail hole and add a nail.;(fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail): NOTE; Whenever a structural member is present, HardiePlank should be fastened with even spacing to'the structural member. The tables allowing direct to OSB; orplywoodshould only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, BII & add nail 0 do not -under DO NOT Figure A Figure B drive nails STAPLE Figur PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended'.. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount: attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If. setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug, with a smooth faced hammer Does not apply for installation to steel framing). HS1238 - P2l3 811 CAULKING For best results use an Elastomenc Joint Sealant complying with.ASTM C920 Grade NS; Class 25 or higher or a Latex Joint Sealant complying with ASTM C834 Caulking/Sealant must be applied in accordance with the caulkingisealant manufacturer's written instructions.. Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products; refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. James Hardie products James Hardie touch-up kits,are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturersspecifications, Back= roiling is recommended if the siding is sprayed. COLORPLUS' TECHNOLOGY CAULKING, TOUGH -UP & LAMINATE LCare should be taken when handling and cutting James Hardie® ColorPlus® products, During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks;, scrapes, and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly._ If large areas require touch-up, replace the damaged area with new HardiePanel"siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each -course, v- Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus® product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your Coloi-Plus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch- up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: o Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended o For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch=up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important, Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HA DIE`' SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface. is clean, dry; and free of any dust, dirt, or mildew Hepriming is normally not necessary 0 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardier Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION In a:cardance with ICC-ES Evaluation ReportESR-1844, HardiePanel® vertical siding is rew ozed as a suitable alternate to that specified in: the 2006.2009, & 2012International Residential Code for One and Tun - Family Dweilir:.gs and the 2006; 2009. & 2012 International Building Corte. HardiePanol verical sidling is also recognized far application in the f ollm-Ang: City of Los Angeles Research Report No 24862, State of lorida i fistingFL#889, Dade County. Fbrkia NDA No. 02-0729.02, U.S. Dept, of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City of New York MEA 223-93-M, and California OSA PA-019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. j 0 2013James Hardie Building Products. All rights reserved. I TM, 5M, and ® denote trademarks or registered trademarks of Additional Installation Information; • p James Hardielechnology Limited P! is a registered Warranties, and Warnings are available at . es ar le I trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 6/13 Florida Building Code, Oi line https-//wwW.floridabuilding.org/pr/pr app_dtl.aspx?param=vGE'VX... s w Wil sueQOMWAMM ,=MM..w zt....0 BCIS Home E Log In User Registration ! Hot Topics Submit Surcharge Stats T4. Facts Publications FBC Staff BCIS Site Map Links ! Search F lorid , Pit Product Approval USER: Public Userd., fr P O Lt3 AnrLv , h4Iatt > P rsrriric,l, or pllp (iun Se r.kh.> ak i a an ti4t > AppBcation Detail FL#i FL12194-R7` Application' Type Revision Code Version 2617 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc, Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@alum.inuMcoilsinc.com Authorized Signature Gareth. Rahman grahma n@a lumi numcoi Isinc,com Technical Representative. Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742` PFrost@aluminumcoilsinc.com, QualityAssurance Representative, Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report:from:a Florida Registered Architect or a Licensed' Flonda Professional Engineer 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 P.E. Validation Checklist - Hardcopy Received Certificate of Independence FC]:2.1.94 R7 COI ALC1500i 4 2DS7..FB Eyal„itation._l Pi ort Q4. T.qSoffits. Final pdf Referenced' Standard and Year (Of Standard)' Standard AAMA 1402 Equivalence of Product Standards Certified , By Year 2009 l of 4/13/2018, T37 AM i i Florida Building Code Online https://tvNvw.floridabuilding..org/pr/pr_app_dtl.aspx?param=wGEVX.. Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 12/15/2017 12/15/2017 12/20/2017 02/13/2018 11 I ..---.— .:.:... ................................. ... ...._ ._. FL # ( Model, Number or Name` Description 1 12194.1 J Alumunum Coils.Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12144 R7 II ALC150.u. Y 9„2017 FBC Evaluation_Rep rk Approved for use outside HVHZ: Yes Q4 T4 Sofflc5 Finadfi Impact Resistant: N/A Verified By: Zachary R. Priest PE-14021 j Design Pressure: +80/ 90 Created by Independent Third Party: Yes Other: See. Evaluation -Report ,for limits of use. Evaluation Reports FL12191._R7 .AE ALC15001,4 2017 FBC Evaluation,_Ftelpgrtt Q4 T4 Sofflks l In 1 pdf Created by Independent Third Party: Yes back; (Next it -rt US :: I601 Blair_St n i30ad,_rallar,ssee..E4..3Z,}y_y_ Phone:-850-.487-1.@ 4. The State of Florida is an AA/EEO employer,-CWytlgh(-2007-201.3_S(ytE9.(FlonCa,.:: PrN3cy_State..m.ent :: Accessih Iity.S.A.L m n gelkind_SjaIQm,eat Under Florida law, email addresses are public records-. If you do not want your a -mall address released In response to a public -records request, do not send electron, mail to this entity. Instead; contact the office by phone or by traditional mail, If you haveany questions,: please Contact 850.487 1395: *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455,. F.5, must provide .the Department with an email address H they have one The emails provided may be -used for official communicatnn with the licensee. However email addresses are. public record. If you do not wish tosupply 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 hem . Product Approval Accepts: Credit Card Safe 4/ 13/ 2018, 7:37 AM S,M Certificate of Authorization No. 29824CREEK. 17520 Edinburgh Dr' Tampa, FL 33647 TEcHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FL RIDA BUILDING CODE 6N EDITION (2Q97) Manufacturer: ALUMINUM COILS; INC. Issued December 14, 2017` 5001 West.Knox Street Tampa, FL 33634 813) 249-9743 wffiv,aluminumcoilsinc eom Manufacturing: Tampa, FIL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE, Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10; Properties Wind Resistance REFERENCES: Entity Report No. StandardYear Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories'(TST1577) CTLA 2076W` AAMA 1402' 2009 PRI Construction Materials'Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-008-02-01 AAMA 1402 2009 imiTATIONS 1 This report is not for use in the HVHZ.. 2. Design wind loads shall be determined in accordance with FBC Section 1609, 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the ,evaluated' products shall comply with, this report, the FBC and the manufacturer's published application instructions. •Where discrepancies exist between these sources, the more restrictive . and FBC compliant installation detail shall prevail: 5. Insfallations'shallrneet theminimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal'may be 'required by the AHJ for confirmation of existing substrates. All data shall be reviewed by,a qualified design professional ;to ensure the fastener withdrawal meets. or exceeds the minimum. load resistance for the project requirements. 7. All products listed in'this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. i ALG15001. 4- FL12194-R7 Page 1 of 3 i 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 throughouHhe durationfor which this reportis valid. This evaluation report' does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC S offits 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings, 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawdngs. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.013.5-inch thick, 3105 H-14 aluminum soffit panels,provided in 16- Jnch sections. The reported net free ventilation areas are -22.3 in 2/1 in.h. for the 'full vent' configuration and 11.1 in 2/lin.ft. and for the 'center vent' configuration. See Appendix D for dimension drawings, I 16"FULLVENT 16" CENTER VENT 16" SOLID PANEL 112" T41S.offit Preformed nominal 0;0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 1 1 2,5 in 2/1 hft for the lull vent configuration and 4.2 in 2/1 in.ft. for the 'center vent' configuration, See Appendix D for dimension drawings. 12" EULL VENT. 1Z'CENT lER VEPR 12" SOLID PANF-L ALC15001.4 I . I FL12194-R7 Page. 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3, The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes;throughout the duration for Which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CkEEKALUMINUM COILS, ING Soffits t` TECHNICAL RVIC< , LLC, COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E::have demonstrated compliance with the Florida Building Code, 6th Edition (2017) as evidenced in the referenced documents submitted by the named, manufacturer. tN' a rrtrr, rFtYR. , rig 4% G EN.'''F<,, 2017 12.14 No 74021 i 6:21 34 STATE OF <6/ 0'{` •'• A, L j 441 P ' -: Zachary R. Priest, P.E. sS/ •••..•••C? Florida Registration No. 74021 fs N AL organization No, _ANE9641jrrrl111riti i CERTIFICATION OF INDEPENDENCE. I CREEK Technical Services, LLC does not have; nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical -Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under . this evaluation Zachary. k. Pnesi, RE. does not have; nor will acquire; a financial interest in any company manufacturing or distributing products under this evaluation: Zachary R. Priest, RE. does not have, nor will acquire; a financial interest in any other entity involved in the approval process of:the product: APPENDICES 1) APPENDIX A" Approved Systems (11 pages) 2) APPENDIX B — Installation Drawings (19 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings. (4 pages) ALC15001 A FL12194-R7 Page 3 of 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 does not express nor imply warranty, installation, recommended use, or other productattributes that.are not specifically addressed herein_ CREEK TFc-HNICAL SEr-_vicF_s, LLC ALUMINUM COILS, INC Soffits AppendixA The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) Were calculated using a 1.51 margin ofsafety per FBC Section 1404.5.1. 2. Refer to-LIMITATIONs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly, 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S. G. = 0.42) 2x lumber, Substrate attachment shall be designed by others in: accordance with FBC requirements: to meet the minimum design requirements for the project. 6, Unless otherwise specified, the Masonry substrate shall conform to ASTIM C 90. Substrate attachment shall be designed by others in accordancewith FBC requirements, to meet the minimum design requirements for the project'. 7. Typical fastening. details areas follows: a. 12" T4 Soffit— 12-inch o, c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c, Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit.— 1.6-inch o.c- Fastener Lo lionI I— ALCI5001. 4 FL121941-R7 Page 1 of 11 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product -changes -or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addreissed herein. ALUMINUM COILS, INC Soffits Appendix A Approved System Numbers and Definitions 10`.5J1J-# Approved Systems for 10.5inch Soffit Span with-J-Channel at Wallland Eave 1'2F-# A roved S s#ems for 12-inch;Soffit Span with F-Channel and Fascia Ca 12J4 Approved S sterns for 12-inch Soffit Span with J=Chanel and Fascia Cap 12JJ4 Approved 'S'stems for 12-inch Soffit Span with J-Channel' at Wail and Eave 14'5JJ-#, . Ap roved Systems for:.14.5-inch Soffit:S an with=J-Channel at Wall and Eave 16F-# Approved Systems for 16-inch Soffit Span with F-Channel and Fascia Ca 16J Approved Systems for46-inch Soffit Span with J-Channel: and Fascia Cap 16JJ-#` Approved Systems for 16-inch'Soffit Span with J-Channel at Wall`and Eave' 22,5JJ-# Approved S'stems for 22.5-inch Soffit Span with,J-Channel at Wall and Eave 24F-# Approved Systems for 24-inch`SoffitS an with F-Channel: and Fascia Ca 24J # Ap roved 'S stems for'24-inch Soffit Span with J-Channel and Fascia Ca 24JJ-# Approved S`stems for 24-inch;Soffit San with J-Channel at Wall and Eave Approved Systems for Maximum 10.5-inch Sof it•Span with J-Channel at Wall and Eave Wall Connection Eave Connection System Pane( MDP No. Width tPst1SubstratJ-Channel Substrate Channel e Attachment Attachment Three (3) 18'ga.1/4-inch crown 1-inch leg staples in Three (3) 18 ga.1l4-inch crown`x 1-inch leg staples in Max. diamond, pattern spaced 24-inch o,c.secunng J-Channel toists; diamond patternspaced 24-inch o.c .,securirig 10;5JJ- 1 16-inch Wood joist One (1) 18 ga.1/4-inch crown x ianch.leg staples Wood J-Channel to joists; located in' the horizontal leg of the J-Channel spaced One,(1) 18 ga. ti4-inch crown x 1-inch legataples located 12-inch oc. in the horizontal leg of the J-Channel.spaced 12-inch o.c. ALC15001.4 FL12194-R7 Page 2 of 11 This evaluation report is provided for State of Florida product approvalunderRule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality, assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product; attributes that are not specifically addressed herein: ALUMINUM COILS, I Sof Appen&4 Approved Systems for Maximum 12-inch Soffit Span with F-Channel and Fascia Cap Wail Connection Eave.Connection System Panel MDP No. Width 00 Substrate F-Channel Attachment I Substrate Panel Attachment Fascia Cap Attachment One (1) min. 1 314-inch long x Max One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch crown 0,072-inch dia. x min..3116- t4O: 12F-1 16-inch Wood min.. 1.25-inch embedment spaced Wood staple spaced 16-inch o.c. inch. head dia. trim nail24-inch o.c. spaced 36-inch o.c. One (1): 14 ga.. 518-inch long T nail or One (1) min. I 3/4-inch long x 12F-2 Max. Masonry 9 ga., min,, 5/8-inch long Stub Nail Wood One (.1) min.,318 x 318-inch.crown 0,072-inch dia,. x min. 3/16- 40 16-inch with 318-inch diameter head spaced staple spaced 16-inch o.c. inch head dia. trim nail 8-inch o.c., spaced 36Anch o.c, Max Three (3) min.. 3/4-inch x 114-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4 -inch long x 0.072-inch dia. x min. 114-inch 48 12F-3: 16rinch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c' head dia. trip nail spaced 48- 64.2 spaced: 24-inch o.c. and secubng each panel lap inch o.c One (1) 14 ga .5/8-inch long T nail or One (1) min 314-inch x 1/4-inch One (1) min. I 3/4-inch ong x Max. 16-inch Masonry 9 ga., min. 5/8-inch long Stub Nail with 3/8-inch diameter head spaced Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2 1 8-inch o.c. I — and securing each panel lap inch o.c. Approved Systems for Maximum12-inch Soffit.Span with J-Channel and Fascia Cap Wall Connection Eave Connection System Panel MDP No. Width pso Substrate J-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap. Attachment Three (3) min. 3/4- inch x 1/4-inch. crown One (1) min. #8 x 1/2-inch One (1) min -inch x One (1) min. 1 3/4-inch long x 12J-1 Max. 16-inch Wood staples in diamond long x 3/8-inch head diameter screw spaced 16-inch o.c. Wood 1/4-inch crown staple 0.072-inch dia_:x min, 1/4-inch head dia. trip nail spaced 48- 48 64.2 pattern spaced 24- connecting soffit to J-channel spaced 8-inch o.c. inch o.c. inch o.c. I I ALC15001A FL1 2194-R7 Page 3 ofl 1 This evaluation report is provided for State of. Florida product approval under Rule 61 G20-3. The manufacturer shall notify GREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report. is valid.. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK z"» ALUMINUM COILS, INC soffits Appendix A„ Approved Systems.for'Maximum 12-inch Soffit Span with J-Channel_at Wall and Eave: Wall Connection Eave Connection System ` Panel MDP No. Width Asf? Substrate J-Channel Substrate ' J-Channel Attachment Attachment Three (3) 18 ga.1.14=inch crown 1-inch leg staples in Three (3)' 18 ga.1/4-inch"crown x 1-inch leg staples in diamond pattern spacetl:24-inch oc. securing, diamond pattern spaced 12-inch o.c.securing, 12JJ-1 Max. Wood J-Channel to:joists; Wood J-Channel to fascia; 70 1.6-inch, One (1) 18 ga.114-inch crown-x 1-inchileg staples One (1) 18 ga.1/4-inch crown x 1-inch leg staple. securing 60 located in the horizontal leg oUthe J-Channel spaced the nailer of each female lock or spaced 16-inch o c. 12-inch o:c. securing each panel lap Approved Systems for 14.5-inch Soffit Span with J-Channel at Wall and Eave Wall Connection Eave Connection System Panel MDP No. Width Asf) Substrate J-Channel SubstrateAttachmentAttachment Attachment Three (3) 18 ga.1/4-inch crown x 1-inch leg staples in Three (3) 18 ga,114-inch crown z 1-inch leg staples in Max. diamond pattern spaced24-inch o,c. securing J-Channel to joists diamond pattern spaced'24-inch o;c: securing 14.5JJ-1 16=inch Wood One (1) i 1JiChnch leg staples Wood J-Channel to joists; 43.3 the18 hoa. ontal, eg of thlocatedinthehocizontalaegofthe J Channel spaced One (.1) 18,ga 114-inch crown x 1-inch:leg staples located 12-inch. o.c. in the:hogzontal leg of the J-Channel:spaced .12-inch:o.c. ALC150o1':4 FL12194-R7 Page 4 of'11 This,evaluation:reportis:provided for State of Florida product approval under Rule'61G20-3. The manufactuier,shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid_ This evaluation report does -not express nor imply warranty; installation, recommended use, or other' product attributes that are not specifically -addressed -herein ALUMINUM COILS INC Soffits Appendix A. Approved. Systems for Maximum 16=inch Soffit Span with F-Channel and Fascia Cap Wall Connection Eave Connection System Panel MDP No: Width psi? Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1') 14 ga. 5/.8-inch long T nail or One (1:) 18 ga. 1/4-inch crown xOne 72 min. diameter diameter t6F-1 Max. Masonry 9 ga., min. 5/8-inch long Stub Nail Wood. 1-inch leg. staple spaced max, nailfinishing. nail -with -:min. 3/16- finishing 53:3 12-inch with.318-inch diameter head spaced: 4-inch o.c. and securing each inch head spaced max. 8-inch o:c.. panel lap 12-inch o.c. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x. 0.072-inch diameter 16F-2 Maz. 12-inch Wood inch, leg staples in diamond pattern Wood. 1-inch leg staple spaced max:. 4-inch o.c. and securing each finishing nail with min. 3116- 53.3`• spaced 16-inch'oc.. panel lap inch head spaced 12-inch o.c. One (1)° 14 ga. 5/8-inch long T nail or One (1) min 3/8-inch x 3/8-inch One (1} mina 1 3/4-inch long 16F-3 Max: Masonry 9 ga.; min: 5/8-inch long Stub Nail Wood crown staple spaced 16-inch x 0.072 inch dia. x min. t25.6 16'-inch- with 3/8-inch diameterhead spaced O.C. 3116-inch head dia. trim nail 8-inch o.c,spaced 36-inch o.c. Max: One (1) 3/8-inchhead dia. nail, min: One (1) min 318-inch x 3/8-inch One (1) min. 1 314-inch long x 0.072 inch dia. x min. 16F-4 16-inch Wood 1.25 inch embedmentspaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 o.c. inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min.1 3/4-inch long x 0.072-inch dia. x min. 114- 27 16F-5 16-inch Wood crownstaples in diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36a spaced 24-inch o.c. spaced'48-inch o.c: One (1) 14 ga. 5/8-inch long T nail or One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inchx 0.072-inch diameter 1'617-6 Max: Masonry 9 ga., min. 5/8-inch long Stub Nail Wood 1'-inch leg staple spaced 4-inch finishing nail with min. 3116- 43.3 16-inch with 3/8-inch diameter head spaced o.c. and securing each panel inch head spaced 8-inch o.c. lap 16-inch o.c. One (1) 18 ga 1(4 inch crown x. One (1) min. 1.75-inch x 16F-7 Max. Wood Three (3) 18 ga. 1/4-inch crown x 1- inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4 inch 0072-inch diameter finishing nail with min.3/16 43:3 16-inch: spaced 16-inch o.c.. oand securing each panel inchhead spaced lap.c.„ 16- inch o.c. ALC15001.4 FL12194-R7 _ Page 5 of`11 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services; LLC-of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not, specifically addressed herein. 3 _ ' ALUMINUM COILS, INC soffits Appendix A Approved Systems for Maximum 16-inch Soffit Span with J-Channel and Fascia Cap__ Wall Connection Eave Connection System Panel MDP No. Width, Ps1) Substrate J-Channel. Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch'x 114-inch One (1) min 314-inch x114-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-.inch Woad crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trio 31:4spaced:24-inch o:c. nail spaced 48-inch o.c; Approved Systems for Maximum 16-inch Soffit Span with J-Channel at Wall and Eave Wall Connection Eave Connection System Panel MDP' No. Width Psi Substrate J-Channel Substrate. J-Channel Attachment Attachment Three (3)18 ga.1144nch crown 1-inch leg staples in diamond pattem spaced 244nch o.c. securing. Three (3)1.8 ga.I/4-inch crown x 1=inch leg staples in 16JJ-1 Max. 16=inch Wood J-Channel to joists; One (1),18,ga.1/4-inch crown x 1-inch ;leg staples Wood diamond pattern spaced 8-inch,o.c. securing t32.7 located in the honzontal leg of the J-Channel spaced. J-Channel to fascia 12-inch o.c. Three(3) 18 ga ,1.14-inch crown x 1-inch leg, staples in Three ,(3) 1`8 ga.114-inch crown x 14nch leg staples in diamond pattem spaced 24-inch o.ci securing diamond pattern:spaced 12=inch o.c. securing Max. odoodWo J-Channel to joists; Wood J-Channel to fascia; , 43.3 16-inch: One (1) 18 ga.114-inch crown 1-inch keg staples One (1) 18 ga114-inch crown x f-inch leg staple securing 33:3 located in the horizontal leg of the J-Channel; spaced the nailer of each female lock or spaced 16-inch o.c. 1.2-inch o.c. securing each panel lap. ALC15001,.4 FL12194-R7 Page 6 of 11 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 attn6utes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS; INC Soffits Appendix A. Approved Systems for Maximum 22.5-inch Soffit Span with J-Channel at Wall and Eave Wall Connection Center Connection Eave Connection System Panel MDP No. Width W Substrate J-Channel Panef Attachment Substrate J-Channel Attachment Attachment Three (3) 18 ga. 1/4-inch crown x One (1) 18 ga.1/4-inch crown•x Three (3) 18 ga. 11.4-inch crown 1 -inch leg staples in: diamond 1 -inch leg staple securing the nailer x 1-inch leg staples in diamond pattern spaded'24-inch o.c. of each female lock or spaced 16- pattern spaced 24-inch ac. 22.5JJ-1 Max. Wood securing J-Channel to joists; inch o.c, securing each panel lap Wood securing J-Channel.to joists; 42.1 16-inch One (1) 18 g a. 114-inch crown x One (1) 18 ga. I AAnch crown x 1-inch leg staples located in the One (1) min' 1.75-inch x 0.072-inch 1-inch leg staples located in the horizontal leg of the J-Channel diameter finishing. nail with min, horizontal leg of the J-Channef spaced 12-inch o.c. 3/1.6-inch head'spaced spaced 12-inch o.c. 4-inch o.c. ApprovedSystems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap Wall Connection Center Connection Eave Connection System Panel MDP No.. Width psf) Substrate F- Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One ( 1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No. 2 SYP staple spaced Three ( 3) 18 ga. 1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/ 1 4- One (1) min. 1.75-inch x Max. inch. crown x 1-inch rafter with one each panel lap inch crown;X 1-inch 0.072-inch diameter 80 24F- 1 12- inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 90 diamond pattern inch x 7d ring One (1 ) min. 1.75-inch inch o.c. 3116- inch head spaced. spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o.c. finishing nail with min' 3/ 16-inch head spaced 47inch o.c. ALC1 5001A FL12194-R7 Page 7 of 11 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that: are not specifically addressed herein. J ALUMINUM COILS, INC soffits Appendix A Approved Systems for Maximum 24-inch Soffit Span YAth F-Channel and Fascia Cap W.all Connection Center Connection Eave.Connection System Panel MDP, No. 1Width W Substrate: F-Channel Attachment Batten Panel, Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 1'8 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min, 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min: 1.75-inch x Max xinch 11 ga. anchored to each panel lap inch crown x 1-inch 0.012-inch diame ter 80 24F-2 124nch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail With min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 122inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown-.x 1-inch leg One (1) 14.ga, 518- Nominal 1x2 Mapleispaced inch long,T nail or 9 No2 SYP 12-inch o.c,securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. ga., min:5/8-inch anchored,to each panel, lap inch crown x 1-inch 0..072-inch diameter 80 2417_3 12-inch Masonry long Stub, Nail with rafter with one Wood leg staple spaced 8- finishing nail With min. 76.6 3/8-inch diameter 1) 7d x.2.25- One (1) min. 1.75-inch inch oc. X164nch head spaced head spaced,8-inch inch :ring shank, x D 072-inch diameter 12-minch o.c. 0.c: nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch a. c; One (1) 18 g& 11.4-inch crown x. I 4rich, leg Nominal 1x2 staple securing the No.2 SYP nailer of each "female Three (3) 18. 0 a. 114- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x:.1 -inch rafter with one 16-inch securing inch.crown:x 1-inch 0.072-inch diameter 80 16-inch Wood Piesin legstaples225- 1) min. . each panel lap Wood leg staple 8- finishing nail with min. 60 diamond pattern inx 7d ring. inch o. c. and securing 3/16-inch head spaced spaced 164rich o.c, s I ha . nk nail ne,(I). min. 1.75-inch One each ;panel lap 16-inch o.c. 24-inch o.c. x 0. 072inch diameter finishing nail with min 31164inch head spaced 4-inch o.c. ALC15001.4 171_121947R7 Page 8 of 11 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 Whichthis report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that areinot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for Maximum 24-inch Soffit Span with F-Channell and Fascia Cap Wail Connection Center Connection Eave Connection System Panel MDP No. Width W Substra te F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing.the Nominal 1x2 nailer of each female One (1) min. 1.57 No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch. x Max, inch x 11 ga- anchored to 16-inch o.c. securing inch crown 1-inch 0.072-inch diameter 80 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3116-inch head spaced 16-inch o.c. inch ring shank One (1), min. 1.757inch each panel lap 16Anch o.c. nail 24-inch c.c. x 0.072-inch diameter fini shing nail .with min. 3/16-inch head spaced 4-inch O.C. One (1)18ga.114-inch crown x 1 -inch leg staple securing the One (1) 14 ga. 518- Nominal 1x2 nailer of each female inch long T nail or 9 No;2 SYP lock or spaced One (1) 18.9a. 114- One (1), mina 1.75-inch x Max ga:, min. 5/8-inch anchored to 16-inch o.csecuring inch cro . wn x: 1 -inch 0.072-inch diameter 80 24F- 6 16- inch Masonry long Stub Nail with rafter with, one each panel lap Wood leg staple spaced 8- finishing nail with min. 60 318- inch diameter 1) 7d x 2.25- inch o.c. and securing: 3116-inch, head spaced head spaced 8-inch inch ring shank One (1), min. 1.75-inch each panel lap 164hch o.c. O. C. nail 24-inch o:c. x 0.072-inch diameter finishing nail with min. 3116- inch head spaced 4- inch o.c. ALC15001A FL12194-R7 Page 9 of 11 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 invalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, i CREEK TECHNIC LL SERVICES, LL:C ALUMINUM_ COILS, INC Soffits Appendix A. Approved Systems for Maximum24-inch Soffit Span: with J-Channel and Fascia Cap Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate: Panel.Attachment Fascia Cap Attachment Attachment Nominal lx2'No:2 SYP scabbed between rafters with One (1) 18 ga.174- one (1) min; 2.25- inch crown.x 1-inch Nominal 1x2 inch x 7d ring shank leg staplespaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c.. anchored to ga.1/4-inch crown through the rafter securing each panel one (1) 18 ga. /<- One (1) min. 1.75-inch` Max, rafter with one x 1' -inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25 staples in diamond batten or.two (2) Wood leg stale spacedp finishing nail with min.' t60 inch x 7d ring pattern spaced'16- min. 2.25-inch x 7d One (1).min. 1.75- 8-inch o.c. 3/16-inch head spaced 12-inch.c.c. shank nail inch o.c. ring shank nails toe- inch x 0 072-inch 24-inch o:c. nailed on either side diameter finishing , of the: batten at nail with min. 3116- each batten/rafter inch head spaced, intersection. Max. 4-inch o.c. - rafter spacing is 24-inch o.c. . Nominal lx2 No.2: SYP scabbed One (1) 18 ga.'1/4- between rafters with inch crown x'14nch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the naiier of each No.2' SYP Three (3),18 nail straight -nailed female lock or One (1') 18 ga. Ya- anchored to ga.114-inch crown through the -rafter spaced 16-inch o;c, inch crown x 1-inch One (1) min. 1.75-inch. rafter with one x 1-inch leg into the end of the securing each Panel leg staple spaced x 0.072-inch diameter 24J-2 Max: 16-inch 1).min.:2:25- staples in diamond batten or two (2) lap Wood 8-inch o.c, and finishing nail with min., 53.3 inch x 7d ring pattern spaced -16= min. 2.25. -inch z 7d securing each pane! 3/16-inch head spaced shank nail inch o.c• ring shank hails toe- One (1) min. 1.75- tap 16-inch o.c. 24-inch o:c. nailed .on.either side' inch x10.072-inch of the batten at diameterfinishing each batten/rafter nail with min. 3F16- intersection., Max. inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC15001. 4 FL42194-R7 Page 10 of`11 This evaluation report is provided for State of Florida ..product approval under Rule 61G20-3. The manufacturer shalt 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 prod uct that are not, specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for Maximum 24-inch Soffit Span with J-Channel at Wall and Eave Wall Connection Center Connection Eave Connection System Panel MDP' No. Width Psf) Substrate J-Channel Attachment Panel: Attachment Substrate J-Channel Attachment Three (3) 18 ga. 114-inch crown x One (1) 18 ga.114-inch crown x 1-inch , leg staples in diamond 1-inch leg staple securing the nailer Three (3) 18 g a. 1/4-inch crownpatternspaced24-inch o.c. of each female lock or spac ed 16- X 1-inch leg staples in diamond 24JJ-1 Max Wood securing J-Channel to joists; inch o.c. securing each panel lap Wood pattern spaced 8-inch o.c. t43.5 16-inch One (1) 18 ga.114-inch crown x securing1-inch leg staples located• in the One (1) min. 1.75-inch x 0.072-inch J4Channel to fascia horizontal leg of the J-Channel. diameter finishing nail with min. spaced 12-inch o.c. 3116-inch head.spaced 4-inch o.c. Three (3) 18 ga. 1.14-inch crown x One (1) 18 ga.1/4-inch crown x Three (3)18 ga' 1/4-inch crown 1-inch leg staples in.diamond 1-inch leg staple securing the nailer x 1-inch-leg, staples in diamond pattern spaced 24-inch o.c. of each female lock or spaced 16- pattern spaced 12-inch o.c. Max.' tsecuringJ-Channel o joists; o.. securing enchceriach panel lap securing J-Channel to fascia: 4-inch 53.3 24JJ-2 16-inch Wood One (1) 18 ga.1/4-inch crown x One (1) min. 1.754ch x 0.072-inch Wood One (1) 18 ga. 1 crown x 1-inch leg stapleisecuring-1he 1-inch leg staples located in the horizontal' leg of the J-Channel diameter finishing nail with min. I nailer of each female lock or spaced 12-inch o.c. 3/16-inch head.s paced spaced 16-inch o.c. securing 4-inch o.c, each panel lap ALC15001.4 FL12194-R7 Page 11 of 11 This evaluation report is provided for State of Florida. product approval under Rule 61 G20-3: The m ' anufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the durationration 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. MCREEK ALUMINUM COILS, INC soffits TECHNICALL SERVICES. LLC. Appendix B INSTALLATION Note Refer to the APataoveff SYSrEms section of this, repod for additional installation details of a selected system and maximum designpressureslimitations. System No. Installation Detail 1Sg 1f4"x1" startles - 2 4D.cmax 4nEN. ftKFrEP, L+ Diamond" patik- ii 18ga_, 1a4" a " crsr naples 12" a;c. max ty f a 1 J- Channel 3Te" 10.5JJ- 1 & oetaz, 14 5JJ-1 18ga„ 1W x n^ 18ga., 114 ;r t" staples 24" o c. may, Diafnorrd" 5t pies : 4` 0<C. inert' Patten li I 1$ga 1,(4"xi" staples 1 2" o.c, Max Diamond" Patten J- Channel —. QeWA A ALC15001. 4 FL12194- R7 Page 1 of 19 This, evaluation report isprovidedfor State of Florida product.approval under Rule 61G20-3. Themanufacturer 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 attobutes,thatare not specifically addressed herein. f 12F-1 & 12F-2 No- Installation Detail MIN. 378" HEAD DIA, NAIL. MINI. 1.25" EMBENDMENT SPACED 24 O.C. FOR SNOOD SUBSTRATES, M1,Nl, 1,4GA,T-NAIL OR MIN, 9GA; STUB NAIL t 17H 3,18" HEAD DIA., MIN. Si3" EMBEDMENT SPACED S" O.C. FOR ti1ASONRY ASCIA SLIP BOARD FASCIA TRIM SOFFIT MAX. 12-I NCH SPAN F" CHANNEL c nH FASCIA LIP 1/4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. PAINTED- S.S. 1 3/4 TRIM NAIL MIN. 5 MAILS PER 12' PIECE ALUMINUM COILS; INC Soffits Appendix B ALC15001.4 Fl-12194-R7 Page 2 of 19 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,.or other product attributes that are not specifically addressed herein. ALUMINUM COILS, S, INCSoffits TECHNICAL SERVICES, LLC Appendix B System No, Installation Detail SOFFIT STAPLE I 12F-3 OPEN RAFTER DIAMOND PATTERN 3/4' X 1/4' CROWN STAPLES DETAIL USING A DIAMOND PATTERN FACIA BOARDS SrAPLES FASCIA CAP 3/4' X 1/4' CROWN FACIA BOARD0 STAPLE '8" ON CENTER 1-3/4' TRIM NAIL. FA 1-3/4' TRIM NAIL] PANTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL F' CHANNEL CAN BE PANTED S.S. 48' INSTALLED WITH THE O.C. NAILING FLANGE UP OR DOWN SOFFIT- r(lax- Span WOOD SUBSTRATE AL . C15001.4 FL1 2194-R7 Page 3 of 19 This evaluation'reporris provided for State of Floridaproduct 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 notexpress norimply, warranty, installation, recommended use, or other product attributes that are not specifically, addressed herein, CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendi,x B System No. Installation Detail MIN. 14GA T-NAIL OR MIN. 9G' STUB ,NAiL WITH 3/8" HEAD DIA., MIN. 513" EMBEDMENT SPACED S" O.C. --OR MASONRY SUBSTIRATES, FASCIA SLIP BOARD r. FASCIA TRIM 12F-4 r. SOFFIT F" MAX. 12-INCH SPAN FACIA BOARD CHANNEL 1-3/4' TRIM NAIL PAINTED S,S- CIA CAP CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001.4 171-12194-R7 Page 4 of 1.9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product.changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC Soffits Appendix System No Installation Detail OPEN RAFTER' s f 3/4". X 1 %4" CROWN STAPLE oIST' SOFFIT STAPLE D[AmOND PATTEFCNFACIAa©ARp D ETAI L 3}4" 'X 1/4- CROWN STAPLE "24" ON .CENTER' USING A D MOND PATTERN FASCIA GAF 12J-1 TJ—CHANNEL 3/4" X 1 f 4" CROWN 8. 1-3/4" TRIM NAIL FACIA BOARD 1-3j4" TRIM NAIL STAPLE ON CENTER- PAINTED S.S. ms p c r :c 4 e ,_ PAINTED S-5: 48" FASCIA CAP rawn,,,nr_z w cn, 3/4' -X 1/4" c..c. CROWN STAPLE SOFFIT -max. y >a SOFFIT WOOD OR BLOCK SOFFIT & FASCIA. SUBSTRATE D ETAI L ALC1'6001.4 FL12194-R7 Page 5 of 19 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services LLC of any product' changes or quality: assurance changes throughout the duration for which this report is valid` This evaluation report does not_express nor imply warranty, installation, recommended use,, or other product attributes that are not specifically addressed' herein. ALUMINUM COILS, INC soffits' Appendix B. System No. Installation Detail 18g8 114" k 1" staples .4•" Q e. max OFE RAFTER "Guar-:orr P e?n staples 12" o c-max ,r I t i ` t. 9 b —^ 4 ,. .... gym r y —+ i , •. J-Channar DPW e 12JJ-1 & toga:,-i4"1„ 16JJ-2 1"a ,}#1' 3" staplp5 3i8" - tal,les z3 0.. rmX f "Diamond" Patten Diamond" Patten t t r I 18tn 114' i y" staples in ho zoMai J ' ieg of (P nafe lip t•t hannel — Detail. A. i ALC15001..4 FL12194-R7 Page 6 of 19 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 durationfor 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. System No. InstallationDetail 1 3i4` 0-0Di -R l NAIL 'a k 3 16 .H= v D A. 4 . FASCIA BOARD fit: IE V FASCIA CAP SOFF' T t OPEN RAFTER a t •C:A.7. '^` FASCIABOARD SGA. ;TUB; NAIL - TH'B1S' HEAD 16F-1 n El_iv+f SOFFIT & FASCIA 16F-6 ` P' ` ` DETAIL FASCIA CAP: REFER TO SOFFIT S FASCIA CHANNEL- - ., DETAIL SD- FRrMAX . 16- SPAN HASDNRY-1- 111, I SUBSTRATE Y 1` ALC15001.4 FL12194- R7 Page 7 of :19 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 anyproduct changes,or quality assurance changes throughout the duration for which this reportis valid. This evaluation report does not, express nor imply warranty installation, recommended use, or oftier product attributes that are not specifically! addressed;herein. CREEK TECHNICAL SERVICES, I LC System No, Installation Detail MIN. 3/8'HEAD DtA. NAIL, MIN. 1.25" EMBENDMENT SPACED 24" O.C: FOR WOOD SUBSTRATES. MIN. 14GA. T-NAIL OR MIN.. 9GA: STUB NAIL WITH 318" HEAD DIA., MIN. 5/8" EMBEDMENT SPACED-3" O.C. FOR. MASONRY SUBSTRATES. FASCIA SL.IP BOARD rFA SCIA TRIM 16F-3 & 16F-4 SOFFIT F" CHANNEL STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4" k--PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM' COILS, INC Soffits Appendix B ALC1 5001.4 FL12194-R7 Page 8 of 19 This evaluation report is provided for State of Florida product approval under. Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,.or other product attributes that are not specifically. addressed herein. System No. ' Installation Detail . 3/9* TWEN ` SOFFIT STAPLE OPEN RAFTER r ; LES DIAMOND PATTERN 3/4" x 1/4" ; DETAILCROWNSTAPLESi USING A DIAMOND t' '-3/s• SEWEEn i srnr c:€s i, PATTERN FACIA BOARD } f' FASCIA GAP 16F-5 3/4' X 1 /4' CROWN FACIA BOARD STAPLE "8" 9N CENTER t 3 J40 TRIM NAIL PAINTED S,S. L" t —3/4' TRIM NAJL F CHANNEL CAN BE PAINTED S.S. 48` FASCIA CAPINSTALLEDWITHTHEO.G. NAILING FLANGE, UP OR 3/4" X 1 /4` DOWN CROWN STAPLE SOFFIT — WOOD SUOSTRATE SOFFIT 8e FASCIA DETAIL ALC15001.4 FL12194-R7 Page 9 of 19 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, mstatlatioh, recommended use, or other product attributes that are not specifically addressed herein. "^ TzcHNICAL S—FRvicEs, LL ALUMINUM COILS; INC Soffits Appendix B' System No, Installation Detail L 4 k PvEA fj FASCIA BOARR.. FASCIA CAp CIFEN RAFTER . it _ t d \ 7 a FAS£IA 11AR1 I 1 '.'s 1 L C, d . Icr, rtr 16F-7 SOFFIT &FASCIA. 16F-2 & a ,, s' E3ETAIL I' Mr FASCIA CAP, REFER , TO SOFFIT S FASCIA' O£TAIL. '"" x t" SfarrlFss< SOFFIT; MAk 15 - 1 / E SPAN t MAS OFtRY-" jj SUBSTRATE "Di3nlorri" PAen ALC15001.4 FL12194-R7 Page 10 of 19 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product.changes or quality assurance. changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product_ attributes that are not specifically addressed herein, System No. Installation Detail OPEN RAFTER 3rs j 3_/4" X 1-/4" CROWN .STAPLE GIST r , SOFFIT STAPLE FACIA BOARD DIAMOND. PATTERN DETAIL 3/4" X 1/4- CROWN STAPLE ".24" ON _CENTER- USING A DIAMOND PATTERN FASCIA CAP 16J-1 LJ—CHANNEL FACIA BOARD3/4" X 1/4- CROWNJS.S. STAPLE "8" ON CENTER 1 1-3/4" TRIM NAIL PPAINTEDS.S. 48" FASCIA CAP o.C; 3/4" X 1/4" CROWN STAPLE SOFFIT —max. 6- rch span SIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.4 FL121:94-R7 Page 11 of 19 This evaluation report is provided for State of Florida product approval underRule61GMI The manufacturer: shall notify CREEK Technical Services,;LLC of any product changes:or quality assurance changes throughout the duration for which this report is valid., This evaluation report does not express nor. imply warranty, installation, recommended :use, or other product attributes that are ;not specificallyaddressed:' herein. ALUMINUM COILS; INC CREEK Soffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail slapl S 24" Q:C. nl'a'r nPFN RAF FP Patten 1 16jj-i 18ga,, 1WXV staples 12" o.r, max A ttaples 24' aples 24' O'C' Max Diamond" Patti-n DiaMond"Fatlen J-Channel Detail A ALC1 5001.4 FL12194-R7 Page 12 of 19 This.. evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. System No. Installation Detail 12ga . 114' x y" staple-5 24- 0, c max.. mE" cas n - ,--.' •,, "Diamond"f atian. - JOIST.. Staptes 12" O.0 max 18 ga 1 E4' x 1" stapies h E it G e max and 1 -.'4" Long x .07 2" Dia Trim - J-Gharmel Nails with 3116' Head ?' 315" 22.5JJ-1 .c,max- I89a., 1#4",x 1" I aga , IW x 1' /— staples 24' G.c ma taples 24" g c max "Diarnoncr Patter i f Igo. il4nx,:. t i Maples 1 2"o.c-rnax Giarnond" Patten i' r J-Channel DMe dA ALC15001.4 FL12194-R7,. This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LL qualityw assurance changes throughout the duration for which this report is valid. This evaluation report does not express For imply warranty; installation, product attributes that are not specifically addressed herein: Page 13.of 19 i product. changes or Tended use; or other ALUMINUM COILS, INC soffits Appendix B System No, Installation Detail I Jt TRIM NAIL 1 _ FASCIA :BOARD PAINTED S.S. t t 1'.j- CROWN- STAPLES-- r T..-.. j '`.,,; '`•,, 5 J. FASCIA. CAP USING A DIAMOND SOFFIT P,ATTERI7;-REFER T0: i'." CROWN STAPLE STAPLE DIAMOND PATTERN DETAIL f I }" TRIM NAIL - FASCIA BOARD:. PAINTED S.S.. SOFFIT & FASCIA DETAIL 24F-1 & I24F-4 1"x1CROWN STAPLE ` ---' FASCIA CAP: REFER TO SOFFIT & FASCIA OETAIL ` Batten 4nchored F- CHANNEL to SOFFIT; MAX. 2L' If ! Raftersuifhone7dWDDOSUBSTRATE. Ring Shank Nail at every. Rafter i SOFFIT STAPLE OIAMONO PATTERN ALC15001; 4, FL12194-R7 Page 14 of.19 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a t _ J ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTED;S.S. 1-f- SMOOTH SHANK_, ROOF NAILS FASCIA CAP SOFFIT VL f".1' CROWN STAPLE. 3.. iT'".TRsr"i NAIL SS, FASCIA BOARDPAINTED SOFFIT & FASCIA 24F=2 & 24F-5 r DETAIL 1-0' LROWN STAPLE a FASCIA CAP;-R FER To SOFFIT d FASCIA DETAIL Namina!: P`a2" SYP.. Batten Anchored. fa SOFFIT: MAX. 24" F-CHA4NEL Rafters; with one Id Ring Shank Nail at ev¢ry.-Raf t¢r WOODI:SUBSTRATE ALUMINUM. COILS, INC Soffits Appendix B= System No. Installation Detail I j" TRIM NAIL {, }, .FASCIA. BOARD PAINTED S.S' U(iiA i T'-NAiL5'. ""~ ` I ^ \ e ( A5CIA CAP - SOFFIT 1 sq"CROWN STAPLE . t i' TRIM NAIL \wry PAINTED S.S: FASCIA BOARD i SOFFIT & FASCIA 24F-3 & DETAIL 24'F-6 - I",}- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL I f. Nommat r'-x2" SYP Batten Anchored.to SOFFIT; MAX. 24" F-CHA4NEL _. _.. Rafl¢r;>vith one 741.. Ring.. Shank: Nail at _ every Rafter MASONRY I ALC15001.4 FL12194-R7 Page 16 of 19 This evaluation report is provided for Stateof Florida product approval under Rule 61 G20-3 The manufacturer shall notify CREEK Technical' Services, LLC. of any product changes or quality; assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation; recommended use, or other' product attributes, that are not specifically addresser) herein, f System No. Installation Detail' NAIL S 1,,,,—FASCIA1 =' TRIM: BOARD PAINTED S S. 1-'} FROWN. FASCIA CAP SOFFIT USING-AOIAMOND PATTERN; REFER TO SOFFIT STAPLE C ANTILEVERED RAFTER t 1"><>i"' CROWN. STAPLE I - OtAMONO: PATTERN FASCIA BUARD I SOFFIT & FASCIA 1 NAtL DETAIL PAINTEDTE5S. - 24J- 1 &- CROWN STAPLE J 24J-2 FASCIA CAP, REFER TO SOFFIT b FASCIA r DETAIL a` daa' na 7 l aYF baflens ar.: itrn d bt,t er ra =rs and _ _ SOFFIT; MAX.- 24" f 318' i-£ HAN'IEL cu ri€ cPic I st afier 1hrouTiethtQ.A n €hn fahet Arto fhB end WInWO06 SUBSTRATE of c bahen Qr.ty Q f2r % Ting shark n 3is.We_ na I&d cn eitiv' f 'dtH of it), baltem W Ine bauemrafter r,tersection - f SOFFIT STAPLE. DIAMOND PATTERN ALC1506f. 4 FL12194-R7 Page 17 of'1:9 This evaluation, reportis provided for State of Florida product approval under Rule 61G20-3. The manufacturer shalt notify CREEK' Technical Services,, LLC of any-productchanges or quality assurance changes throughout the duration for which this report is valid. This evaluation' report does not express nor' imply warranty, installation, recommended use, or.other product attributes that are not specifically addressed herein: 1 . ALUMINUM' COILS, INC soffits Appendix B System No. Installation Detail OPEN R-FTER •_ staples 24 " 0 C max Plarneriff Patten staples I Y' o -,, max B J 13 Ia., 1,14" x "stapi=-s- max and: Lona x 072" Dia, Trim c max I 24JJ-1 A. Diarnond" Fatten I gga., 14' x''I A" o.c. max J-Channel DeW e i8qa, '14" x I" SIAM" 8" ac. rrta J DOM) A ALC15001.4 FL12194-R7 Page 18 of 19 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: System No Installation Detail' 18ga„ 1f4",r 1« staples 2 max 0.PEN P.AFPER Jr r "Diamond" Patten 1Fa x S" x . eFST stapler 11 c:c. max l l ,P 24JJ-2 r 18 ca,, 114' x ;" Staples 1i ' cE c max. and `. 3/4" Lonrl x .072" DiaTrim Neils vvi!t1 31 E` HY-1LJ Dc M-3X 30A 1Sga., IWx1" staples 24" u,c, max v„annel Dehd a 1ar2a„1f" r1" staples i 2" o.c, max DiamonT Patter). r' f Diamond" Patter, 18ga,1f," x1 staples In horzontal legeffernale lap 1. J-C) lannei --- GetW A ALC15001.4 FL12194-R7 Page 19 of 19 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product: changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor'imply warranty; installation, recommended use, or other product attributes that , are not specifically addressed; herein.. ALUMINUM COILS, INC soffits' Appendix C 1 DESIGN WINDLOADS Thefollowing tablesprovide design wind loads, for components and cladding in.accordance with Section 1609 of the FBC and.ASCE 7-1`0 under the following. provisions: 1. Wind speeds for risk category 1, 11, lli, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC: 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-e or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis 6. Wind directionality factor, Kd =- 0.85 7. V;,t is shown in the tables below. Design pressures are multiplied by 0:6 in accordance with Section 1609.1.3 of the FBC.. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9`. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10%q•of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not lessthan either 4% ofthe least horizontal dimension or 3-ft. ALC15001.4 FL12194-R7 rage 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 chanc 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 product; attributes that are not specifically addressed herein- 4 other 20 -16:9 -19.8 -22.9 26.`3 ALUMINUM C4tLS jNC Soffits Appendix C 46. 25 169 198 22.9, 26.3- 6u.0 4c.z a.o 30 16.9 19.8 22.9 28.3. 30.0 33.8 37.9 42.2 46.8 4 40: 18:3 21:5 24.9 28:6 32.5r 36.7 41.2 45.9 50Z 50 19:6 22.9 26.5 30:5 34.7 39.1 43:9 48 9 54.1 Enclosed 60 20:5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24°4 28.3 32.5< 37.0 41.7 46.8 5211 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 28.3 32.5 37.0 41.7 46.8 52:1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56:6 62.7 50 24A 28.2 3218 37.6 42.8 48.3 54:1 60:3 66.8. 60 25.3 29 6 34.4 39.5 44.9'' 50 7 56.8 63:3 770.1 20 10.8' 12.7 14.T 16.9 19.2 217 24.3 271 30.0 25 10.8' 127 14.7' . 16 9 19.2 21.7 24.3 27.1' 30:0 30 10 8 123 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40_ 11.7 13.8 16.0 18.3 20:8 23.5 26.4 29.4 32.5 50 115 14:7 17.0 19.5 22.2 25.1 28`1 31.3 34.7 Enclosed 60 13A 15.4, 17.8 20.5 123.3 26:3 29`.5 32:9 w36:4 Positive 20 1o.8 12.7 14.7 16.9 19.2' 217 24 3 27.1" 3.0.0 Loads) 25 10.8 12.7 14.7 1:6.9 19.2 21.7 24.3 27 1 30 0 30 10:8 123 14.7 1 16.9 19.2 21.7 24.3 27A 30.0 5 40 11.7 13;8 16.0 18.3 20 8 23.5 26.4 29.4 32,550E12.5 "_ 143` " 17.0 19.5 22.2 25.1 281 31.3 1 34.7 60' 13.1 15.4 17.8 20.5' 213, 26.8 29.5 32:9 36.4 ALC15001.4 FL12194-R7 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 or quality assurance changes throughout the duration for which.this report is valid. This evaluation report does nat express nor imply warranty; installation, recommended use, or other product:attributes that are not specifically addressed. herein. CREEK TECHNICAL SERVICES, L tom. ALUMINUM COILS, INC Soffits Appendix G 20 21.7 25'A 29 5 33 8 38.5 1 -43.5 48: Z 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 32A 36:9 41.9 47.3 53.1 591 65 5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 6Z7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31 '9 37.0 42.5 1 -48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 418' 47.5 53.7 60,2 67.0 74.3 25 27.9 32.8 38.0 43:6 49.6 5&0 62.8 70.0 77.6' 30 29.1 34.2 39.6 45.5 51.8. 58.4 65.5 73.0 80.9 5 40' 30.9 36.3 42.1 48.3 54.9 62.0. 69.5 77.5 85.8 50 32.4 38.0' 44.1 50.6 57.6 65.0` 72.9 1 -81.2 89.9 60 33.6 39.4 457 52.5 59 7 67.4 75:5 84.2 932' 20 13.9 16.3. 18.9' 21.7 24.7 27.9 31.2 34.8` 38.5 25 14:5 170 19.7 22.6 25.8 r 291 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 4 40' 16.0 18.8' 21.8' 25.1 285 32.2 36,1 40.2 44.5 50' 16.8 19.7 22.9 26.3 29.9 337 37:8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31:0 35.0 39.2 43.7 48A Positive 20 13.9 16.3 18:9 21.7 24.7 . 27.9 31.2 34:8 38.5 Loads) 25 14.5 17.0 19.7' 22.6 25:8 f 29.1 3Z6 36.3 40.3 30 151: 177 20.6; 23:6 2&9 30.3 1 34.0 1 37.9 42.0 5 40 16.0 18.8 21.8 25,1 28.5 32.2 36.1 40:2 44.5 50 16,8 19.7 22.9 26.3 29,9 33.7 378 42.1 46.7 60 17.4 20.5 1 237 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC15001.4 FL12194-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify GREEK Technical Services, LLC of any product changes or quality assurance, changes throughout the duration for which ,this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. pgp 45 20 26 0 30.5 354 40 6 46:2 52:2 _ 58.5 65:2 72.2 . 25 27.0 - 316 36.7" 42.1 479 54'1 60:6 67.6 74.9. 4 30 27.9 32,8: 38.0 43.6 49.6 56.0 62.8 MO 71.5' 40 29.4 34.5 40.0 45.9 522 758:9 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 37.0 429 49.3 56.1 63:3 70,9 79.0 876' Negative 20 32.1 37.7 43.7 50.1 57.0 64:4 72.2 80.4 89.1 Loads) 3 39 1 3' S2 0 59 2` 66 8 74 9 83 4 92 4 30 34,5 40:4 46.9 53.8 61.3 69.2 7T.5 36.4 95.7 5 40 36'2 42,5 49.3 56.6 64.4 72.7 81.5 90:9 100.7 50 37:7 44.3 51.4 58.9 67.1 75.7 84 9 94.6 104:8 60 38.9 45.7 53 0 60.8 69.2` 78.1 8T6 97 6 108.1 20 16.7 19.5 22.7 26.0 29`6 33.4 37,5 41.7 463 25 17.3 203 23:5 27.0 30.7 347 38.9- 43.3 4&0 30 17.9 21.0 24.3: 27.9 318 35:9 40.2 44.8 49.7 4 40 18,8 22.1 25Z 29.4 33.4 37 8 4Z3 47.2 52.2 50 19.6 23.0 26.7 30,6 34.8 3913 44.1 49.1 54.4 Enclosed 60 20.2 23 7 27.5 31:6 35.9 40:5 45:4 50.6 56.1 Positive 20 16.7 19.5 22.7 26.0 29.6 33.4 3 ,5 41.7 46.3 Loads) 25 1.7.3' 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 9 402 44.8` 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37,8 - 42.3 47.2 52.2 50 19.6 23.0 263 30.6 34.8 393 1 44.1 49.1 54.4` 66 20.2 23.7 27.5 31 Z 35.9 40 5 45.4 50.6' 56'1 CREEK 318" F-Channel 3l8" 318" J-Channel ISOMETRIC VIEW 3/8 PROFILE ALUMINUM COILS, INC Soffits Appendix D 7 1/8" HEM r- ten 1 5/;8" ell 3/4 ISOMETRIC VIEW 3/8" RROESLE 3! 8" ALG15001.4 FL12194-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, tLC 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 productattributes that.are not specifically addressed herein. L ALUMINUM' COILS, INC soffits Appendix D WMETRiC VIEW ALC15001 4 FL12194-R7 Page 2;of 4 This evaluation report is provided for State:'of Flonda product approval under Rule 61G20-3. 1. The in a nufacturer shall notify CREEK Technical Services LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM: COILS, JNC soffits Appendix D 18'6 BLANK 3 / 8 PROFILE 2 !?,' IRE- 1, P [I ALC15001-4 FL12194-R7 Page 3 of'3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHWCAL SERVICES, LILC 12" T4 Soffit 3 1/6" 7/8'r 31/81, 7/8" L5/iv \ r- -I 112" 1/2" 3/4- J/V 13.75" BLANK 3/8" PROFILE W ALUMINUM COILS, INC Soffits Appendix D END OF REPoRt ALCI 5001.4 FI-12194-R7 Page 4of 4 This evaluation report is provided for State- of Florida. product approval. under Rule 61 G.20-,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 eval u ation.: report does:not express nor imply warranty; installati . otherraon,. recommended use,or product attributes.'that are not.specificallyaddressed herein. Florida Building Cade Online https://www.floridabuildlilg.oi-g/pr/lir_app_dtl.aspx?paran=wGEVX... s x xRrs db SCLSHorne Log In User Registration HotTopics SubmitSurcharge Slats&racts Publications FBCStaff BETSSiteMap Links i Searh iC Product Approval USER: Publk. User P ody S.ltl oroy:ii Flen > Praduet crAgA wa tion !,_Or , , > AppllntK,.n_.L6s > Application Detail FL # 1`1_7006-R1.0 Rom, a' P , Application Type Revision Code version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be, reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) IKO industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708). 496-2800 Ext 200 rmetzOO1@tampabay. rr.com Robert Metz rmetzOO1@tampabay. rr.com Bob Metz REMCO of Pinellas 456Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetiOOI@Lampabay. rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don. shaw@iko.com Roofing Asphalt Shingles' Certification Mark or Listing FM Approvals - CER Locke Bowden P.E. validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7.158 Class H ASTM E108 Year 2016 2010 2011 2011 I i 10, 3 4/13/201.8, 7:41 AM Florida Building Code Online Iittps://,,vww.florid6buildiiig.org/pr/pT appdfi.asp x?p4ranj= GEVX... Equivalence of Product Standards Certified By Product Approval Method Date Submitted DateValidated Date Pending FBC Approval Date Approved; Method 1 Option A 10/ 08/2017 10/ 30/2017' 11/ 01/2017 j FL # Model, Number or Name j 7006.1 Cambridge, Cambridge HD, Biltmore and Biltmore HD Limits of Use< 1 Approved for use 'in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. `N/A Design Pressure: N/A Other: i i l .._ . i 7006.2 Hip and Ridge 12 Cap i Limits _.. _ _ _;.. .. ..___, _. i _-. s of Use. 1. Approved for`use in HVHZ.: Yes _ Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: i i I 7006: 3 Leading Edge Plus. Asphalt Shingle Starter Strip Limits of Use Approved for use in HVHZ: Yes Approved: for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Description Laminated architectural fiberglass asphalt shingle manufactured at IKO's Kankakee, IL; Hawkesbury, Ont:; Wilmington, DE Sylacauga,AL and Toronto, OnU plants Certification Agency Certificate FL7006 RIO CCAC, Letter __AS"jt 1? 161 letter_ i4- 2G-2(a17} Born Fti9 pcf . FLi006'. Biif3 G _CA L.er...A5Tlv5 D'1t,?-tlettei';- i LlOQ6_,R10 C_....:C AC letter ASTM E1Otf_I,etteL-- Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL70Cs6_ RIO iI__iKG I[a3;0 01,t4tter Installatio..n Instruct ons, for FBA FL70fl5.I>df , Verified By: Duc'T Nguyen 65034 Created by, Independent Third. Party: No - Evaluation Reports Created by Independent Third Party: j This is a 12" x 12" fiberglass asphalt shingle; used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at:IKO's Kankakee, 1L, Toronto, Ont.,and Brampton, Ontario' plants. 1 Certification Agency Certificate, FL7006_ RAC. C A ASTM D . ...Sfungle letter Surypillan, e Audit Locari f6, 2 3 20EMpdf FL7006 R-10 C.-CAC., tier - ASTM D34fij ,letter_ 9 Z,6-2QTZ)_ fror3a FL7006_ RlO _C CAC I otter - A I M D 3462: letter - t L700E;; ri10 C,_TTAC Letter , -,A E10$ iett;er - i f`3-2ci-2027}.pot.. Quality' Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions L70Q. f _ R10_ Ii_Hto vdR€doe Cap: 51011gle:_Insta1lat on InctrUctlan., E"' FL7006 410-Fi_1KO-187_02 01 Left0r._Instal latiprt, lnstru& ion sforFBC FL7006 PAT VerifiedBy: DucT Nguyen PE 65034 Created by Independerif Third Party: No Evaluation Reports Created by Independent Third Pary:; One piece fiberglass asphalt shingle used as a'starter strip at the - bottom of aroof system manufactured', in Brampton and Hawkesbury, Ontario plants Certification Agency Certificate FL700. Rig._,C CAC LFttL A eTM D3161.letter_ 1 ( Q, 26 _Zfl17) fraam Fh9.pd. - — . FL7096R1O C CAC Letter - ASTM D3462 letter. t3 2f ( l17).ppf' 2 o. f"3 4/13/2018; 7:41 Alit Florida Building Code Ontine https://www.florid,ibuildii,ig.org/pr/pr app_dtl.aspx?pararri=wGEVX... i Other: 7006.4 FL700,6 R10 t CAC Letter _-_ASTH ElO8letter 3- 26-,2017d.p>_if Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7CdCi6 RIO If 11KC> 187 02 011—etter - Installation Instruetl? ns fry{_FB.0 FL7006.pdf FL70O. 6 RtCJ C;1 Rpp,flli 9. Products: Lea dlnyE iac_ ('.Its:- Appll< .... EN(tj.pd€ Verified By: Duc T Nguyen PE 65034 Created by independent: Third. Party: No Evaluation Reports Created by Independent Third Party: Marathon Plus AR, 5uperglass Pius 13 tab fiberglass asphalt shingle manufactured at IKO's AR I Brampton, Ontario, Hawkes bury Ont., Toronto, Ont.; Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant* N/A Design Pressure: N/A Other: j Sylacauga, AL and Kanakakee,,IL plants Certification Agency Certificate FL70s 6.._R14,_G CAC Letter AS:IM D3I61_1et,;el,,__. 9- 26, 017) fi;orn FhLpdf FL7006. R10_C_CAC Letter. -ASTMD 462.;.letter_-. 3 26=2017j•Plcf i FL700 1110 C,. CAC Letter - ASIB EIOS tett r_ I0- 2,tz-e017},,,pcaf Quality Assurance Contract Expiration Date 12/ 20/2020 Installation Instructions EL70± 36 R10 II, iY.C?-1fl7 f)?. Od, letter, tl,et2llatiun lns, fiift c3 s for_FBC FL700 pdf Verified By: Duc T Nguyen 65034 Created by Independent Third lParty: No Evaluation Reports Created by Independent Third Party: i8eck iNextp Cpntact Us:: 2601 Blair'Stona Road, Tallahassee FL 32399 Phone 850-487 1824 The state of Florida !San AAJEEO employer. copyright_2007 -'2g13 State of Plorkta:::. Priva[ : tat-em nt..: RceessiblfitY State ment a;;Rehmel [stem@r±t Under Florida taw, email addresses are public records, If you do not want your e-mail : address released in response to a public -records request, do not sendelectronic mail to this. entity. Instead, contact the office by phone or by traditional. mail. If you have any questions, please contact 850.487,1395. *Pursuant to: Section 455:275( 1), Florida Statutes, effecWe October 1, 2012, licensees licensed under Chapter455, F.S, must provide the Department with an email address Utheyhave. one. The emars provided may be used for official communication with thedicensee. 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 aSlicensee under Chapter 455, F.S., please click here . Product Approval Accepts! Credit Gard Safe 3 of 3 4/13/2018. 7:41 AM UCTIORMATE-RIALS TECH ;$ O October 27, 2017 IKO Industries, .Ltd' 120 Hay Rd. Wilmington, DE,19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical; review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, `Ltd: 1) IKOShingle Application instructions —3-Tab Shingles EN-3Tab Ap pins_8AGXEFS-2012-11 reformatted:2013=02-rev07/13-Florida) 2) IKO Laminated `Shingles Application.Instructions EN -Laminated- Appins_8TTEFS-201r2-04 reformatted 2013-02-rev07/137Florida)' 3) IKO Hip,and Ridge 12 Application Instructions EN-HipandRidge12.3HRTri-2013-08 reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions,. EN-3LEP-Tri-2012-06 reformatted 2013-03) 5) ` ASTM D3161 Test Report (FM Approvals Project No: 3040947) , The attached Instructions should be used in conjunction with the published manufacturer's application instructions and :applicable code. In the event the instructions conflict, these instructions shad govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T, Nguyen FL PE, do not have nor plan to acquire a financial interest in any company manufacturing or distributing products. for which the test reports are issued: a y Signed-, r w Brad Grzybo#skl Managing Dfrector Signed: Duc T.INAuyen_ Florlda'Regisieee —Professional Engineer P.E. Number: 65034 Date: October 27, 2017 Dater October 27„2017 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application. instructions D) IKO Leading Edge Plus Application Instructions I KO -I V-02-01'' PRI Construction Materials Technologies, LLC. 6412 BadgerOrive Tampa, FL 33610 Tel:813-621-5777 ' rax; 613-621-5840 e-mail`. matedatstesUng@pdcmt.com WebSite:Ihtip:lMrww.pdcmtcom IKO Installation Instructions for Asphalt Shingles Page 2 of 5 I fle1% o S hingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglas.s M26AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT- Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck, along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, ong enough to penetrate though plywood or3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21 " per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES SEAUNG STRIP V NAILS3 NAILS 00 NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI ConstruclJon Materials Technologies, LLG. 6412 SangerDrive Tampi, FL 33610 Tel: 813-,621-5777 Fax: 813-621-5840 e-mail rnat6aIsteslJng@pn;rmI,com WeWte: hfto/M%WpdcMt.cofn IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM 03161, Class F — Cambridge, Cambridge HD.,, and CRC Biltmord AR) NOTE: THESE INSTRUCTIONS SHALL -,BE USED .IN CONJUCTION WITH, IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND'THE APPLICABLE CODE. IN THE,EVENT'THE,, INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC UNDERLAYMENT: Applied in accordance,with building,code requirements. For areas where the roof slope is less than 4," per foot down to 2" per foot, use 2 layers of underlaymerIt conforming- to building code requirements,, the first sheet, overlapping the.eave protection by 197, followed by full 36" Widths overlapping each preceding course by 19" or other Approved underlaynnents in accordance With the qualifiedalified application instructions. ror :areas where the roof slope is 4" per, foot or greater, cove I r I the deck -With one ply of underlayment,laid .parallel to, the.eaves, with 2" horizontal laps and 4" end laps. Apply metal drip . edges on top of any ,underlay along rake edges and diredly,to the deck alongeaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 31 1 8" diameter heads, long enough to penetrate through plywood or3/4" into boards. Use nails per shingle placed in the nail line 7-3/8" below the top edge,, approx..1 "and 13" in, from each end. Drive nails straight so that nail head is flush with.r but not cutting into shingle surface.. NAILING ON. STEEP SLOPES:, For steep.slopes of 2 1 " per ioot"(60') or more, use,6 nails per, shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the: underlying shingle.: Seal:down each shingle at time of application with three T' diameter (approx. size and thicknes s of a quarter) spots,_,of asphalt plastic cement placed under the shingle .21",above the,boftom.:edge and equally spaced along the s.hi(iol,e. Apply..plastic cement in moderation since excessive amounts may cause blistering. CAUTION: , Shingles should seal to the underlyingcourse when the factory applied asphalt sealant is sufficiently Warmed by the heat of direct sunlight. EXPOSURE: Installed, shingles shall,have a maximum average exposure of 5-7/8". 63) NAILING - STEEP SLOPES APPLICATION Use six nails as sha,vn, NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction IVIateriNs Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 'Tel! 813-621-5777 Fax: 813-621,5840 e-mail: rriatedaistesfing@prlcmt.com WebSlte: hftp:!Avww.pncmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Flip and Ridge 12 Application Instructions ASTM D3161; Class F - IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONSWILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are. designed for a 5 1/8" (130 mm) exposure. (For a neater appearance; the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail.5 5/ 8" (143 mm) above the butt edge 1`" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note; To obtain a three-dimensional effect, ( which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR' APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES,, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR' TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. S25 in':1' APUR CUT PRI Construction Materials Technotogies, LLG. 6412 Badger Drive Tampa, FL33610 Tel 813-621=5777 Fax:813-6215840 e-mail: inaterialstestlng@priemtcom WebSite;tittp:Nmv.pncmGcom. IKO Installationlnsiructions for Asphalt Shingles, Page 5 of 5 KID Leading Edge Plus Application Instructions ASTM 133161, Class F —'IKO heading EdgePlus) NOTE: THESE INSTRUCTIONS SHALL BE USED, IN CONJUCTION WITH, IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS,. WILL GOVERN. 1: Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 13 1/4" (1000 mm x 336mm) IKO Leading Edge Plus strip is perforated lengthwlsefor separation into two (2) shingles. Take one I KO Leading Edge Pius strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 65/8" (1000 mm x 168 mm) and remove approximately 20"( 500 mm). Install this shingle on the lower left caner of the roof deck, granule side up, with the factory installed sealant -adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end: 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically,up the rake edge with the factory installed sealant adjacent to the outer edge of the roof.. The.shingle should. overhang the, rake edge by a nominal 1/4",(6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to'4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5: Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails', 11 or 12 gauge, with at least 3/ 8" (9 mm)`diameter heads,. long enough to penetrate through plywood or 3!4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm)' from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by anominal 1/4" (6 mm) minimum. Fasten the shingles,to the roof deck with nails located 3" to"4 (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO 'Leading `Edge Plus. In this way; the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRl Construcdon Materials Technologies, I LC 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax 813-621-5846 e-mail: matenalstesling@pricmLcom WebSile: http /Aww.pricrrct com I 9 Florida.Building Code Online https://www.floridabuild.inb:org/pr/pr_app_dtl.aspx?paraiii c=wGEVX... i Comments Archived Product Manufacturer Address/Phone/Email Authorized. Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory - Compliance Method Testing Lab Quality Assurance Entity" Quality Assurance Contract Expiration Date Validated By Certificate of Independence Warrior Roofing Manufacturing, 3050 Warrior Road Tuscaloosa, AL 35404 205), 553-1734 Ext 115. Steven O WarriorRoofing:net- Steven Crew Steven@WarriorRoofing net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@ Wa'rriorRooftng. net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734. Ext1024 Steven @ W a rrio rRoof i n g. net Roof ng' Underlayments Test, Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc: 10/05/2021 3esus Gonzalez;, P.E. Validation Checklist - Hardcopy Received FI 2346.:. h 7 C 7;... P RI CM7 Cert of Indep n-denc e pdf Referenced Standard and Year (of Standard) Standard. ASTM D226 ASTM D4869' Equivalence of Product Standards Certified By Year 2009 2016 Approved Testing Lab FL2I GR7 Fquv_FfiC_2017Standards eitivalency.pdf 1 of 2 4,'1M018, 7:44 AM_,- Florida Building Code Online https://www.flori dabui lding.org/pr/pr_app_dtl, aspa?param=wGE,YX.... Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved, y'of Products FL # Model, Number or Name 2346.1#15 and'#30 roofing felt Method 1 Option B 01/17/2018 01/17/2018 01/17/2018 04/10/2018 Limits of Use Approved for use in.HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Primary roof covering should be Installed immediately after felt Roofing felt is not intended; to bean unprotected weathering surface. 2346. 2 15w and 30w roofing felt Limits of Use Approved for use In HVHZ: No i Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Primary roof covering should. be installed immedlately. after felt. Roofing felt is not intended,to be an unprotected weathering surface. Description ASTM b 226 Tested Installation Instructions FL2346_ 0 11 Installaticnlny'ructi.en ' pdf Verified By: PRI Construction MaterialsTechnologies, LLCM Test Reports. Ft 23gE_R7 TR 15A Td st :Repot*.pnf Ft 2 346_R7 7R_30A Test' Reporr. ASTM D 4869`Tested Installation Instructions FL2346_ R7 II„_insta(lattonln tructfon pcf Verified By: PRI .Construction Materials Technologies, LLC test Reports FL2346 R7 fR 15N :estReport:pf FE 346_R7 TR30w ie,t.,_Report.pclf i Bade i Next CQrttast s':; 2flR.1..9fa1r..519Ofl 6RAQ,_Tanahassee FL d2399 PPho LQ.5Q_46..7. ia24. The State of Florida is an AA/EEO employer.",C.pRydghS_244Z-?Q StHtC.9f_FIRrK1d::.:; Pr.acv Statement 3GGg55ibiGtX..StdL2rJ.et1L .: ,Ltef_nS_SealQme4.k Under Florida law, ema it addresses are public • records. Ifyou do not want your a -mad address released in response to -a public -records request,, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395.E -Pursuant to Section 455: 275(1), Florida Statutes, effective October 1, 2012; licensees. licensed under Chapter 455,. F.S. mustprovide the. Department with ai emai address'ifthey have. one. The emails-provided may be used for official eommunicatlon with the licensee.. Foweveremail addresses -are -public record.u . If yodo. not w5h to supply -a personal address,.Please provide the Department with an email address which can be madeavailableto the public. To determine if you are a licensee under Chapter 455, RS:; please click here Product Approval Accepts: r a.i Credit Card Safe a tilt°°h{ l: l y 2-of 2 4/ 13/2018, 7:44AM t WARRIOR4 ROOFING MANUFACTURING P. O. BOX 40185 q TUSCALOOSA, AL 35404 • PHONE {&) 5534734 • FAX (205) 50-1755 193 LEROY ANDERSON ROAD • MONROE, GA 30655+ PHONE (770) 207.0696 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717j 709-0323 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt.. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be,installed to cover the bottom edge of the decking, from edge. to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof Pay careful attention to roll the felt out smoothly; avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and: should, overlap the previous course two inches (sometimes referred to as head lap). In the. event you get to the end of a roll prior to getting to the opposite edge of the roof, begina. new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used foreach subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely., Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof: Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length. a minimum of two inches as you move up the valley to insure proper wafter shedding. C a U 2C== c. isl/ E 1j' y. E In the event some wrinklesare created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS, CITY oF, sANPORD BUILDING & FIR I E . PREVENTION PERMIT 'APPLICATION Application NO: " ? Documented Construction Val'U'e: S Job Address Historic District: Ves, ,q5,p"" EIN Parcel IDResidential ,W'Commerciai F1 TS,, Pe of Work: New AdditionEl Alterationn RepairEl Demo El Change of Use,[] Move[] Description , of Work- dbm'v)iV.t Plan Review -Contact Person: Phone: Name Fans Property Omer Information Phone: ResidetWouptoperty? C Contra' ctor. 1011fo, rmatiqn Name.. LwCvft phone*.,.. Fax: Street: :,—Ou StateLicenseNo.:( a_ City, State- Zip: j Architect/Engineer InfoTmation Phone: Name-, Street: City, St; Zip: Bondin6'Comp,ihy: Address: Fay. El - mails Mortgage Lender:, Address:, - WARNING, TO OWNER: YOUR FA[LUREXO 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 ATTORNEY BEFORERECORDINC YOUR NOTICE OF FINANCING, CONSULT WITHYOURLENDERORANCOMMENCEMENT. Application is hereby nude to'obtw*napermitto,ddthe work and instal lations,as indicated. 1de ytha ,no work: or, installation has will be performed to. standards of All laws regulating construction commenced prior to theissuanceofapermitand'that all work irl-thiS jurisdiction. I understand that a separate permit must be secured for. jeliectrical work; plumbing, signs, wells, ppols; furnaces, boilers, heaters, tanks,. and air conditibuers, etc. FBC 105.3 Shall be inscribed with the date of application'and the, code in effectas of that"daite- 51' Edition,(2014) Irlorida Bt ildibg Code Permit Application Rdviwd: Junc. 30,2015 7 NOTICEt In addition to: the requirements of this permit, there may be additional restrictions applicable to this property that may 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 l will notify thedwner of he property of thexequirements,of Florida Lien Law, FS 713.. The City of Sanford requires payment of a planreview feeatthe 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 j6b ati the time of submittal. The actual construction value will be figured based on the current ICC` Valuation Table in effect at the time tliek'permit'is issued, in accordance with local ordinance Should' calculated charges figured off the .executed contract exceed exceedthe 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, regu lating,construction and zoning. Signaiure. of Owner/Aserit Date PrinCOwner/ Aaenrs Name; Signature of Notary -State of Florida Date; Owner/ Agent is Personally Known to Me or. P., ioduced iD Type of ID sigdature 0pfon .tor/Agent ate: Contractor""' gent is Pe"rsoria Produced ID `Type of ID' n a .:23•'n ebi. p ; FF'i2d8' BELOWIS FOR OFFICE USE ONLY Permits Required.:; Building Electrical 0 IVlechanical,0 PlumbingE] Gas Roof Construction Type: Occupancy Use: Flood` Zone: Total Sq Ft of.Bl.dg: Min. Occupancy Load: # of Stories-, New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes0 No # of.Heads Fire,Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: _. COMMF,NTS ENGINEERING: FIRE: BUILDING: i y Revised: June 30: 2015 F ermit Application; e' UES Project No: 0110.1700817.0000UKIVEWorkorderNo--9405021-1 ENGONEERUNG. SCIENCES Report Date: 9/14/2018 Ir" Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection u" t i Building Inspection Plan Review -Building Code Admiriistration 3532 Maggie Blvd, Orlando, 32811 P: 407.423.0504 F: 407.423.3106 In - Place Density Test Report Client: Park Square Homes, UES Technician: Carmelo Cuadrado-PC I 5200 Vineland,Road, Suite 200I Orlando, AFL 32811". Rate Tested: 09/14/2018 Aff A a Project: Wyndham Preserve, House Lot Testing' East Lake Mary Boulevard & Brisson Avenue. South, Sanford, Seminole County, FL 32773 Area Tested: Lot 88 ( 39: 8 Loon LN) 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 . pcf), ptimum Moisture' 1 Field Dry Density pef) Field Moisture 1 Soil Compaction Native Depth inch) Pass or Fail 1 North Footer 0=1 ft 106.8 10.6 ' 101.5 13.1 95 N/A Pas: 2 East Footer 1-2 ft 106.8 10.6 102.8 12.8 96 N/A Pas: 3 South Footer 1-2 ft 106.8 10.6 101.8 13.4 95 NIA- Pas: 4 Southwest corner of Pad(TOF) 1-2 ft, 106.'8 10.6 101.8 13.0 95 N/A Pas:. 5 Northeast corner of Pad(TOF) 2-3 ft _ 106.8 10.6 101.9 13.5 , 95 N/A Pas: Remarks: ( TOF)=Top.of Fill 9 T oelohlioh o mnMol nrn{on!•inn Jn I Ini.orool'o nJionFc fho Onhl:n onrl n..cnl..cc oll .nnnr+r. oro o..1+..+iNnrl oc ..nnf..fon4:o/ nronorfv of nnr i.l:onJn onNo.4hnr:o4:nn I 3 J DESCRIPTION AS FURNISHED: Lot 88, WYNDHA,M PRESERVE, os recorded in Plot Book 81, P•---es 9, through 102 of the Public Records of Seminole County. rloridn. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LL.0 (o Delaware Corporation): Winderweedle, Haines, Ward & Woodrnor,, PA; Attor'nex;s' Insurance Fund; Banff; of Americo LOT 89 2 UNNAMED PLATIE'D R/W PALMER'S SUBDIVISION S 00°16 i7 E 78.00 15" QUFFER ES.MT. I 43.4C 43.41' 43.41' 43.47' GOT' 88 I I I I 13.3ti 28.00' ---- 13y133' l vk` 04 h° 13.S e I ;< tia SOQ tiN E W FORMBOARD FOUNDATION 7 TOF= TOP OF FORM. I o -FORM AVERAGE= 24.54' b h` ho I I rya. OF gyp. GFRl `` o a I o 6 14.7' 28.00" I - j•a Q\ 20.0' 10.00' 35.20' 25.2.0' 25.20' 0, UTiL. ESMT. W D= 90R00 "00 „ R=25.00' G=39.27" inc s As FURNISHED S 00°16'57" E G= 35. j6 ONT- _•'(•) 53.00' /tiL CB=S 45"16'S%., 5' (40' LOT) 7.5" (60' LOT) 70' Y75' LOT) Yry.ayl iJI)F. S.REET = 25' (60' & 75' LOT) G ti, Tylr G 7A 25- FRONT SEIBACK CANHEREDUCED I C D1 .T _L N. TO 20' ON CERTAIN LOTS. NO MORE THAN 50' PRIVA7/ R W) 1N SUCCESSiON AT 20' AND A M1NiMU6{ PLOT PLAN AN (:A.11"t/Lt R!'; JS OF ( 2) IN SUCCESSION A7 2,. el T01: 9L LOT AREA 9.897 i- Si?UAP,E FEET POSE.^. = nN-IiED SPOT GRADE ELEVADONS FLATNORK ONj OFFLOT = TOTAL t SQUARE FEET FiA71YOF:K y; I: LRIRNA E PLANS DicNE 403/ IIG= 573 f SQUARE FEET FGUNDAT70Nj PAD 2,090 1' 'I IF PROPOSED DRAINAGE FLOW : F> WALKS 39 IA94 = 1,133 t SQUARE FEET RFAR PATlL) 49 t BONY POPCII OCCK 10 TGRAD; .G TYPE A MGD F.,\OQU SOD 1,246 1,1/9=8,42.5 f' SQUARE FEET ib P( FD r.F. Pt`i PLANS _ 24.0' Q NOTE. POOL DECK N FRONT SIDEWALK *10 STREET LOCAVON TAKEN FROM PUNS PROVIDED BY CUFNT NOT FIBO I.,L.. f. RUS L'N_I'.YFR-ASCOTT ASSOC, I11TC. - LAND SIB=RIl1>'I Ot :-) F 5400E. COLONIAL DR. ORLWDO, FL. 32807 (407)-277--32.32 F 4,C (40,) , PLAT Rnt PDmr uN uNE Holm- E!cLD TxP. TYPICAL P : lil31 RIPE PRE. = eplM N REVERSE f.I.77VA'rlgiC IM. 7+ ROO PR.5 PUNT W REVUS D .W NATURE 1, TILE UNDERSIGNED DOES HEREOM CERIiY TWIT MIS SURY)' NEE'!$ THE SrANWOS OF PRAMCE SET MR'H 9r ( SS CC1k' RL TE YCI.UNCNi PUG. - R DIAL itLV. V7 IR 'NEB A556 N.. - Nr1H-NADIAL PROFESSIONAL SURVEYOR NJO MAPPERS W GINNER W-17 rLORIDA AOMINISIRATNL COOS PURSLNNT TO SLO*!! Y UNLESS CMBOS- WRH SURVEI'O— SIGNANRC -0 OR— RAISED SEAL, THIS SURVEY MAP ON COPIES ANE or EROM TILE INFORMATION FURNISHED TO !M£ SURVEYOR. YHENE MAY BE OI+ER ITS 01 I::, ' RCCMLREDVAWINE'S PUINI' YUi41 L, DEC:NNING CALL. CALO—TCD J. INIS SURVEY WAS PREPARED OR FASEUFNTS THAT AFFECT DUS PROPER!(. l' UL C C(IMNt1A;t Mt Nr P.RA - PERMAWNT RErCRENCL WNUNNNT r. r = FJI—D F(DOR ELCVATIDN 4 NO VNOFRGRO(IIJO IMPROtTMMTS NAVE BEEN LOCATED UNLESS OTHERWISE rJ OW1. CEMtt N I. - D.SE ZLD! G IDACR LILAC R U1 Ar DH n K 3. TNIS SURVEY IS PREPARED FOR THE SOLE DENEFlr OE 7II05E CMMCD TO AND WOULD NOT DE RELIED L—,V D B. OIM 1—S SI(ONN FUR NiE LCGDON CE IMPIHIVE C— IIEREON SIIpULO -1 BC USED TO RECpNSiPlh'1 ODU' U Tn LI.. - ) EASE EN = — E BEARING I BEARINGS MC B ASSUMED DATUM -0 ON THE WJE SHOWN M1S BASE BORING (B.B.) II` 8. ELEVATIONS. If SNONN, APE Wm ON NATIONAL GEODETIC VERICAi d1UM W' 192P. —Ms O.C-11E 11oTEE1 N CA. xL.nw' -EI C r._ fl. CERRT)GTE OF A11714—U— Na. A591, GDv GALE 1-- 1" 0 Ir—C4i.NN 2Y ••' T CN. CIPVATIraENT LF TA,YfiENCr D£s.. RIvrIDN CER71FlE0 BY 2— L __ ___ L ._ ......_. IANUZ PLOT PLAN 06-08-20t8 ..- -- NGTN DC TA FORMBOARD FOUNDATIONIFLEVS. DO- -1,^--201P. .,..-.. :.. M)iY DOEi " U( ,r JE 'NIfHIN N' W Qj HEE7FBU5HEU too YEAR }LOUD PLANT AS' PER '}'IBM' TO z GRUSEN YER. K1.5. NE .. MAP / 12117CM90 F (09-28-07) Jl.M Y/.R. L.S IF <L'U] CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 3 Documented Construction Value: $ 7428.00 . Job Address: 3938 LOON LN WYNDHAM PRESERVE PB 81 PGS 93-102 Historic District: Yes No Parcel ID: 17-20-31-502-0000-0880 LOT 88 Residential ® CommercialEl Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4-ton HVAC system with duct work Plan Review Contact Person: _Paula Bagley Title: Permit Clerk' _- Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner, Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando FL.132811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park, EL 32792 State License No.: CAC 032444 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT,MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A' NOTICE OF COMMENCEMENT MUST, BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST, INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify, that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code'in effect as of that date: 514 Edition (2014) Florida Building Code Pern il Application Revised: June 30, 2015 NOTICE: iti addition to the requirements of this permit, there maybe additional restrictions applicable to,this property that may be found in the public records of this 'county, and there may lie additional permits, required from other,governrnental 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 feeat the time'of permit submittal. A copy, of the executed contract is required An 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 titne 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 applicd'to your permit fees when the permit is issued, OWNER'S AFFIDAVIT I certify that all of the fo.rc be done in compliance with all applicable laws regula Signature of Owner/Agent Date Print 0«merlAgent'siName Signatu`re:ol'Notary,=State of Florida Date Ow;fdr%Agent is Personally.Known to Me or. Produced ID. Type of ID information is accurate and that all work will nstructiPn and zoning. Date KELLY WEBSTE,R Notary Public . State of'Florlda COMMISslon #11' 9.'8 4 Mk Comm: Explres',Apr 4, 2020 Type of ID BELOW IS FOR OFFICE USE ONLY Permits Rewired: Building, Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft.of Bldg: Min..: Occupancy Load: # of Stories:: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire:Alarm Permit: Yes "No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revikd;June 30, 2015 Permit Application 301) Addrciss: P lfge 1, FD U., n Oe bf N o k Acla t 11 04 CITY OF tA I FQRD; BUILDING & RE PREVENT1.04 Rz -<'Ml T A 0 F5'L AT [ON A pp,lic ali o ti,,:Np,: S. 02 j 171111'slto'YOC Dr\tt r it No ET -miter fio,,E] F epah-,Q a,mo-o El t of` u, L_ "CEM_ N G, Tf"), F]" VO:V-4,' F-\ i I - u ill I- T C, f, ix , , ; 1 ii% I ' L C C) Xu 0 1: oj);I r1,7 A', V1,NC, -T W 0' 0 . A A C.) N c F C. A -c-L, 'J: I') FE JTo V' OL", I 1-,,,i 1 AN ]CE UK, L 16fs'!",-:- I, 1 lC' d pVml- CjCCVI Ivbad!j; , t vNc-.,5,j s(aic 2,,}''j PL 1`1- 6 D" F-S TI 01 -,241:10— t. NI dI , I,IL1 to 2 C aluL N.,;[! 1.- d I- 'j, If c s J J C' Pit c IDAVI VV EV" J., :ic c uri ( e a ;i- d 't I I a, t a t I vi, Oe ki,ori,,: !- 1) Cot!] — -I s '& tiji pt!" il"C'2 N [I'll 211 a ppflc, .11 j] . ! i- E, I I - . - N 1, FD F.J., U, , Li L'Se: L-- . —, - ---- -- - - - - M oe-w Lv d 50 3 15 lightyears, Inc 15 776 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, lightyears 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://tinyurl.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, Timothy `Srtnith 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 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: CiTti OF S"r-oAb Permit #: 13-3031 Builder: Rak SCR& kcr-xES Community: Wyib'AqM PACSCAWL Lot: TK Address: 3Q3$ Loaf LAje Unit: City: 5,a,tFc,AI State: FL Zip:327i3 Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: S SA Date of Test: 0. /3 0 Printed Name of Tester: Michael Estrera License/Certification #: 51684V 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 System 1 5 o cfm25 System 2 cfm25 System 3 cfm25 Sum of any dditional systems cfm25 Total of all Saosystems cfm25 Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 I hereby verify that the above dud 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: m3,7- 1 Printed Name of Tester: Michael Estrera License/Certification #: 51684V Issuing Authority: RFSNFT Copy of License / Certificate of the tester must be attached) L_ 3 THIS ACKNOWLEDGES THAT Michaelu HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR R F I # 51684V Certification Date: October 20, 2017 Certification Expires: October 20, 2020 Tim Smith, RESNET Quality Assurance Designee Aw a rs15li9h.toy RESNET QA Provider # • • • •